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INSPECTION GUIDE FOR POOL ENCLOSURES LEGEND
1. Check the building permit for the following: Yes No This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc.
a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . . — ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractors purchase of these $
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . — m s
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . — materials. o
d. Notice of commencement . w
1. Contractor represents and warrants the Contractor. Z
2. Check the approved site specific drawings or shop drawings against the "AS = LL
BUILT" structure for. Yes No 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; a
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a. Structures length, projection, plan & height as shown on the plans. . . . . . . . — 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; i
b. Beam size, span, spacing & stitching screws . . . . . . . . . . . . . . . . — E
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such v :3c. Puriin size, span &spacing . _ _ _ _ _ _ _ _ _ _ _ _ _ _ — — w � �
d. Upright size, height, spacing & stitching screws . . . . . . . . . . . . . . . — agreement
e. Chair rail size, length & spacing . . . . . . . . . . . . . . . . . . . . . —
1.4. Will not alter, amend, or obscure any notice on the ASDM; o
f. Eve rail size, length, spacing &stitching of 1" x 2" to 2" x 2" . . —
.9. Enclosure roof diagonal bracing is'lnstalled snug . . . . . . . . . . . . . . _ 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use o
h. Wall cables or'K' bracing are installed snug . . . . . . . . . . . . . . . . — of the plans and the calculations in the ASDM; o
1. Knee braces are properly Installed
3. Check load bearing uprights for the following: Yes No 1.6. Understands that the ASDM Is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other o
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . — than a local building department as part of any Contractors own work) would constitute infringement of Bennett Engineering Group's m
b. Correct number, size & spacing of fasteners to upright '. . . . . . . . . . . . — o
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . copyright; and
d. Upright Is anchored to deck through brick pavers then anchors shall go through 1.7. Contractor Is soley responsible for its construction of any and all structures using the ASDM. 3 0
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . . . . — 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby ` 5
4. Check the load bearing beam to upright for.
a. Upright to beam connection and / or splices have correct number & spacing of Yes No expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, J
screws . . . . . . . . . . . . . . _ _ _ _ _ _ . _ _ - _ _ _ - _ _ . — employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractors requirements ? Z Lj
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b. Overlap beam to upright or gusset plate . . . . . . . . . . . . . . . . — or that the ASDM is free from error.
c. If angle brackets are used in framing check for correct thickness and size & number Z H k
of fasteners . . . . . . . . . . . . . . . . . . . . . . . 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractors use of < Q W Q Z
5. Check load bearing beam to host structure and / or gutter for. Yes No the ASDM, which are made against Bennett, whether based In contract, negligence, or otherwise, shall be limited to the amount paid by Z Q W w
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . — Z W Q O) m
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . — Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or special damages, arising W Ur U DO uj
c. Size, number & spacing of anchors of receiver to host structure of gutter . . — from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised of the possibility of such damages. U) W 0 N v
d. Correct anchoring of gutters to host structure . . . . . . . . . . . . . . . LU Z J Z r Z
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against Bennett, Q ( )
6. Check the wall cables: Yes No UJ fn W
a. Location & number . . . . . . . . . — by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand, cause of action, W 0 Q J Z g
b. Top bracket size and fasteners . . . . . . . . . . . . . . . . . . . . . . — debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use C) Q W LL
c. Eye bolts are welded . . . . . . . . . . . . . . . . . . . . . . . . — Q Z Ur m 2E O
d. Bottom strap to concrete connection . . . . . . . . . . . . . . . . . . . — of the ASDM.
7. Check wall 'IC bracing (If required): Yes No � 0 W Z Q J O
CONTRACTOR NAME: i/ % W '
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a. Location & size . . . . . . . . . . . . . . . . . . . . . . . . . . . . — _ O Q W Q 0 U)
b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . . — Q Z W I �
c. Number &size of fasteners n O�� O U W_W LL u) a
8. Check electrical ground: Yes No CONTRACTOR LICENSE NUMBER: /� /0
a. Properly completed . . . . . . . . . . . . . . . . . . . . . . . . . . — — w 2 � (� I, w
b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . . — (L Z Z CD r-
c. Number & size of fasteners . . . . . . . . . . . . . . . . . . . . . COURSE # 0002299 ATTENDANCE DATE: — N of
9. Check the doors on pool enclosures: Yes No w
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a. Door handle @ 54" from the deck . . . . . . . . . . . . . . . . . . . . — Q ~ �
CONTRACTOR SIGNATURE: Q j
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SUPPLIER: O r_
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BUILDING DEPARTMENT w (010
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CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: —(INITIAL) z (7 N r'
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THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE Fmn
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BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS.o.0
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DRAWING FOR ONE PERMIT ONLY 2009 OF 21
DESIGN CHECK LIST FOR POOL ENCLOSURES
1. Design Statement*
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Ben eIt and are In compliance with The 2007 Florida Building Code with 2009
Suppleme hapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
'B'_ or'C'_ or'D' Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and
higher, Negative I.P.C. .0(�/ MPH Winne for 3 second wind gust; Basic Wind Pressure,
Design pressures are PSF for roofs 8 PSF for walls. (see page 3 forwind loads and design
pressures) A 300 PLF point load is also considered for screen roof members.
Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and
conversion multipliers are on page 3.
It. Host Structure Adequacy Statement:
I have inspected a d verify that the host structure Is In goo repair and attachments made to the
sb=,e will be s lid. I
Contractor /Autho' e(p se print)
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DaterCony tf d ep' Signature jr ,
h� to-,, lrilvdJ �vC%5/!
and
Job tares&Address
Must have attended Engineer's Continuing Education Class within the past two years.
Note: If the total of beam span & upright height exceeds 50' or upright height exceeds
16', site specific engineering Is required.
III. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . ik✓. -
B. Site plan or survey with enclosure location . . . . . . . . .
C. Contractor's/ Designer's name, address, phone number, & signature on plans
D. Site exposure form completed . . . . . . . _
E. Enclosure layout drawing @ 1/8" or Ill 0" scale with the following:. . . . . .
1. Plan view with host structure, enclosure length, projection from host structure, .. _
and all dimensions f
2. Front and side elevation views with all dimensions & heights . . . . . . . .
Note:
All mansard wall drawings shall include mansard panel at the top of the wall.
3. Beam location (show in plan & elevation view) & size . . . . . . . . . . _
(Table 1.1 & 1.6)
Roof frame member 11 wable span conversions from 120 MPH wind zone,
"B" Exposure to i `,/,ff �tNPH wind zone and / or _"C" or= D" Exposure for load
width of . F /IP IC
Note: Conversion fact�fs`�o not apply to members subject to point load (P).
Look up span In appropriate 120 MPH span table and apply the following formula:
SPAN REQUIRED ---I I -" 1 EQUIRED S�r`
P,A`�NNEEDED IN TABLE
-/-(bord)=-i"V 7 !ne✓'
EXPOSURE MULTIPLIER
(see this page 3)
4. Upright location (show in plan & elevation view) & size . . . . . . . . . .
(Table 1.3 & 1.6)
S. Chair rail & girt size, length, & spacing . . . . . . . . . . . . . . . . .
(Table 1.4)
6. Eave rail size, length, spacing and stitching of . . . . . . . . . . . . . . -✓
(Table 1.2)
Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to/
MPH wind zone and / or _"C' or _"D" Exposure for load width of
Look up span in appropriate 120 MPH span table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
1 �t
_/_(bord)= Y �
EXPOSURE MULTIPLIER 6
(see this page 3)
Yes
No
7. Enclosure roof diagonal bracing in plan view• . • • • • • • •
8. Knee braces length, location, & size . . . . . . . . . . . . . . .
. . . -AZ
(Table 1.7)
/
9. Wall cables or K-bracing sizes shown in wall views . . . . . . . . .
. . . -
IV. Highlight details from the Aluminum Structures Design Manual:
A. Beam & purlin tables with size, thickness, spacing, & spans / lengths
-
(Tables 1.1 & 1.2 or 1.9.1' & 1.9.2)
/
✓-
B. Upright & girt tables with size, thickness, spacing, & spans / lengths
(Tables 1.3 & 1A)
/
C. Table 1.6 with beam & upright combination . . . . . . . . . . . . . .
. . .-/
D. Connection details to be use such as:
/
1. Beam to upright . . . . . . . . . . . . . . . . . . . . . . . .
. . .
2. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . .
. . .
3. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . .
. . . -/
4. Chair rail, puriins, & knee braces . . . . . . . . . . . . . . . .
. . .
5. Extruded gutter connections . . . . . . . . . . . . .
. r
-
6. Angle to deck and / or sole plate . . . . . . . . . . . .
' Yes No
7. Anchors go through pavers into concrete . . . . . . . . . . . . . . . . � -
8. Minimum footing and / or knee wall details . . . . . . . . . . . . . . .
9. Cable or K- brace details Section 1 . . . . . . . . . . . . . . . . . . . -
Wall area calculations for cables:
W = wall width, H = wall height, R = rise
W1 = width @ top of mansard, W2 = width @ top of wall
E. Select footing from examples in manual.
F. To calculate the number of cables needed.
Example 1: Flat Roof
Front wall @ eave: _ft x ft = ft2 @ 100% _ , • , _ . . . . .
W H a
Largest side wall: fL x ft = _ft2 @ 50% = . , , _ • , , . . _ .
W H b
Total area / (233 fL2 / cable for 3/32") = _cable pairs TOTAL
or
Total area / (445 fL2 / cable for 1/8") = cable pairs
Side wall cable calculation: ft.2 @ 100% _ . • • , , . .
b
Side wall area / (233 ft? / cable for 3132")=_cable(s)
or
Side wall area / (445 ft2 / cable for 1/8")=_cable(s)
-�Wl
R
H FW HOST
FRONT
SIDE
WALL
WALL
P
ft2
fL2
* W2
R
H
- - W1
Example 4: Mansard Roof
Front wall @ eave: it x fL = fL2 @ 100% = , . _ • , . . _ fL.
W H a
Front mansard rise: _ft x 1/2(__ft. + ft.) = _fL2 @ 100°/
R W1 W2 b
Largest side wall: ft. x- = _fL2 @ 50% = . . , , • , . . . • ft2
W H c
Largest side mansard rise: _ft x 1/2(_fL +_ft) = ft 2 @ 50% _ _ fL2
R W1 W2 d
=
Total area / (233 ft2 /cable for 3/32") =_cable pairs TOTAL 11.2
or
Total area / (445 ft2 / cable for 1/8") = cable pairs
ft? Side wall cable calculation: _ft.2 +_ft2 = fL2 @ 100%
c d
Side wall area / (233 ft 2 / cable for 3/32") =cable(s)
or
Side wall area / (445 ft2 / cable for 1/8") = cable(s)
Example 5: Dome Roof
Example 2: Gable Roof
Front wall @ eave: ft. x if f . = _ R' @ 100 % = . , , . . , . . . . , fL2
Front gable rise: ft x 1/21. ft.) _ fL� @ 100% _ fL=
R W b
Largest side wall: �ft x � = ft? @ 50% = _ _ _ fL2
W H c
Largest side gable rise: ft. x ft. = _ft2 @ 50% _ , . . . _ _ . . . ft2
R W d
TOTAL = . ft2
Total area / (233 ft.' / cable for 3/32") = t cable pairs
or
Total area / (445 11.2 / cable for 118") = cable pairs
Side wall cable calculation: f .2 +_ft2 = fL2 @ 100% = _ ft.
d �I`'
Side wall area / (233 ft2 / cable for 3132") = Acable(s)
or
Side wall area / (445 ft? / cable for 1/8") = cable(s)
R x W
R[��R x (1/2)W
[:��
H HOST
FRONT
SIDE
WALL
WALL
Example 3: Transverse Gable Roof
Front wall @ eave: ft x _fL = R2 @ 100% = _ . , , • • • , • , ft.2
W H a
Front gable rise: iL x ft = ft 2 @ 100% = . • _ , , • . _ fL2
R W b
Largest side wall: it. x =_ft2 @ 50% = , _ . • • . , . , . . fL2
W H c
Largest side gable rise: ft. x 1/2 (_ft) = ft? @ 50% _ _ ft2
R W d
TOTAL = . .. ft2
Total area / (233 fL2I cable for 3/32') = cable pairs
or
Total area / (445 ft2 / cable for 1/8") =_cable pairs
Side wall cable calculation: fL2 + ft.2 =_fL2 @ 100% = , . _ , . , ft?
c d
Side wall area / (233 ft 2 / cable for 3/32") = _cable(s)
or
Side wall area / (445I' 2 / cable for 1/8") = cable(s)
Front dome wall @ eave: ft x _R = fL @ 100%
W H a
Front dome rise: fL x 1/2(_ft) = ft2 @ 100%
R W b
Largest side wall: ft. x _ _ ____fL2 @ 50% = . . . . . . . . . . . . .
W H c
Largest side dome rise: ft. x f . = ft? @ 50%= . . . , , , , . .
R W d
fL2
fL,
ft2
fL2
a?
TOTAL = . . . . . fL2
Total area / (233 ft2 / cable for 3/32") =_cable pairs
or
Total area / (445 ft? / cable for 1/8") = cable pairs
Side wall cable calculation: ft.2 + fL2 =_ft2 @ 100 % = ft?
c d
Side wall area / (233 ftr 3/32") = 2 / cable for cables)
or
Side wall area / (445 ft.' / cable for 118") = _cable(s)
Example 6: K-Bracing
K-bracing shall be used for all wind zones of 130 MPH and higher.
1) The following shall apply to the Installation of K-BRACING as additional bracing to diagonal wind bracing for
pool enclosures:
a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
TOTAL WALL AREA =100% OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft
SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. FL
TOTAL WALL AREA = 336 Sq. Ft
800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED.
b) SIDE WALL K-BRACING -ONE SET FOR 233 SF TO 800 SF OF WALL
c) To calculate the required pair of k-bracing for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
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12-01-2009� OF 21 C
GENERAL NOTES AND SPECIFICATIONS
1. The following structures are designed to be married to site built block or wood frame DCA approved
modular structures of adequate structural capacity. The contractor / home owner shall verify that the
host structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall
hire an architect, engineer, or a certified home Inspection company to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum combined span and upright
height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site
specific engineering.
4. Spans are for enclosures with mean roof heights less than 30'. For greater heights• site specific is
required.
5. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific
engineering is provided.
6. The proper structural name for a'ohair rail or top rail of an enclosure is a girt. Thus the terminology shall
be interchangeable.
7. Screws that penetrate the water channel of the super gutter shall have ends dipped off for safety of
cleaning gutter and the heads of screws through the gutter into the fascia shall be caulked.
8. Span tables and attachment details for composite panels are in the solid roof panel products section.
9. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam
spacing.Straps shall be attached to each truss / rafter tail when a 2" sub -fascia does not exist Straps at
the beam are not required when straps are placed @ each truss / rafter tail and spacing of straps does
not exceed 2'-V.
11. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters
maybe substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the
super or extruded gutter respectively. The center of the knee braces shall not be more than 6" above the
top of the super or extruded gutter.
12. If the sub -fascia is 3/4", and the sub -fascia is in good repair, a 3/4' P.T.P. strip the width of the fascia
may be added to the existing sub -fascia by attaching the plywood with (2)16d x 3" common nails or (2)
98 x 3" screws. This gives the equivalent of a 2" fascia.
13. Spans may be interpolated between values but not extrapolated outside values.
14. All 2" X 4" and larger purlins shall have an Internal or external angle clip or screw boss to fasten the
bottom of the purlin to the beam.
15. Load width and / or panel spacing used in determining spans / heights is measured from center to
center of the members.
EXAMPLE:
Screen panel A is 6' center to center. Screen panel B is T center to center. The load width of the
frame member between panel A and B Is (672 + 772) = 6.5' or 6-6".
The distance, spacing or load width is not measured between frame members as that would reduce it
by 2" to the load width if figured that way.
16. Definition, standards and specifications can be viewed online at www.lebpe.com.
17. Moment connections and moment tables can not be used in solid roof/ screen roof combination
enclosures or any connection that requires a knee brace such as in a dome roof.
18. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
19. Other shapes than those shown in Section 8 with Stale Product Approvals may be used with the details
of this section so long as the shapes are compatible with the details.
20. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied.
Example: 6063-T6 after heat treatment and paint process.
21. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or
pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of
heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats
of aluminum house paint and the joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4-6 of the Florida Building Code or
Corobound Cold Galvanizing Primer and Finisher.
22. All fasteners or aluminum parts shall be corosion resistant, such as non magnetic stainless steel grade
304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that
are warranted as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
23. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of
non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with
aluminum by the Aluminum Associaton and should not be used.
24. Any project covering a pool with a salt water chlorination disinfection system shall use the above
recommended fasteners. This is not limited to base anchoring systems but includes all connection types.
SECTION 1 DESIGN STATEMENT
The structures designed for Section 1 are framing systems with screen roofs & walls and loads have
been determined by wind tunnel test that include any negative internal pressure coefficient Since these
structures are open, the negative internal pressure coefficient is considered to be 0.00. The design
loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads
assume a mean roof height of less than 30 ; roof slope of 0" to 20% 1= 0.87 for 100 MPH and 0.77 for
110 or higher. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table
are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy.
GENERAL NOTES AND SPECIFICATIONS FOR SECTION 1 TABLES
SECTION 1 Uniform Loads for Structures with Screen Roof & Walls
Wind Velocity
(m.p.h.)
Basic Wlnd
pressure
(P s.L)
Exposure 'B'
Ecposure'C'
Roofs
.s.f.
Windward
Walls P.s.f.
Leeward
Walls (p.s.f.)
Roofs
.s.f.
Windward
Walls (P.s.L)
Leeward
Walls (p.s.f.)
100
13
3
12
10
5
17
13
110
14
4
13
9
5
18
14
120
17
4
15
13
6
21
17
4.3
15.
13.3
6.3
222
17.6
k4A
0
14
7
25
19
15
8
29
23
150
1 26
1 7
1 24
1 18
9
1 33
1 27
Loads per table 2002.4
Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load.
Conversion Table 1A
Wind Zone Conversion Factors for Screen Roof or Wall Frame Members
From 120 MPH Wind Zone to Others; Fxposure'B'
17-f W"e"
Wind Zone
MPH
Applied
Load N SF
Conversion
Factor
Applied
Load rp SF
Conversion
Factor
100
3
1.15
12
1.12
110
4
1.00
13
1.07
120
4
1.0o
15
1.00
123
4.3
0.96
15.9
0.97
130
5
0.89
18
0.91
1401 & 2
6
0.82
21
-0.85
150
7
1 0.76
1 24
6.79
Note:
Multipliers are for wall loads only.
Multipliers only apply to members when spans / heights are controlled by wind pressure• not by
point load.
Conversion Table I
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to -C" & "D"
ernoeum ^B" to •C" I Exposure "B" to "0"
Mean Roof
Height'
Load
Conversion
Factor
Span Multplier
Load
Conversion
. Factor
Span Multiplier
Bending
I Deflection I
Bending
I Deflection
0-15,
121
0.91
0.94
1.47
0.83
0.88
15' - 20'
1.29
0.88
0.92
1.54
0.81
0.87
20' - 25'
1.34
0.86
0.91
1.60
0.79
0.86
25' - 30'
1.40
Us
0.89
1.66
0.78
0.85
30' - 40'
1.37
0.85
0.90
1.61
019
0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
Multipl ers only apply to members when spans / heights are controlled by wind pressure• not by point load.
Conversion Example (Convert span for Exposure •W to •C"):
If max span found from span tables for Exposum'B' = 31'-11•=31.97
and the mean roof helghl of the structure Is 0.1 S then multiply span by 0.91
the span for Exposure -C Is 31.9Y • 0.91 = 29.05' = 29'-1"
SITE EXPOSURE EVALUATION FORM
�---- --- --- -• --- --- --- --- --- --- -'-
I I
I I
QUADRANTI I
600
EXPOSUREYJ
I I
I I
600• I
I
QUADRANT IV100,
i
EXPOSURE I 40' I i
too too' QUADRANT II
I I 40 I Rd I
I I too• I EXPOSU I
600',-.-.--.
�I I
I I
QUADRANTIll I
EXPOSURE sop
I �
I I
i I
L-------•--•-----•--•-•--•-------
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
SCREEN (TYP.) 'f- W
SIDE WALL MEMBER
CABLE CONNECTION
I l
(SEE DETAILS SECTION 1)
HOSTSTRUCTURE
GIRT
1" x 2• (TYP.)
GRADE
K-BRACING (OPTIONAL)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
TYPICAL FLAT ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE -�
K-BRACING (OPTIONAL)
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain Wh scattered obstructions, Including surface undulaidons or other
Iregularities, having heights generally less than 30 feet extending more than 1.500 feet
from the building site in any quadrant
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more
than 600 feet and width greater than 150 ft.
2. No short term changes In'b', 2 years before site evaluation and build out within 3 years,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet.
4. Open terrain for more than 1.500 feet in any quadrant.
SITE ISEXPOSURE: & EDBY: G 4 �( �DATE:
SIGNATURE: LICENSE #:
SIZE MEMBERS PER
APPROPRIATE TABLES
TYPICAL FLAT ROOF - ISOMETRIC
SCALE: N.T.S.
SIDE WALLS AND FRAMING
SIZES
(TABLES 1.3, 1.4 & 1.6)
ALUMINUM BEAMS
(TABLE 1.1 OR 1.8)
PURLIN
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
GIRT (TYP.)
CABLE BRACING
TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES:
H- MAXIMUM UPRIGHT HEIGHTS
L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE.
(ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES)
SW- SIDE WALLS CAN BE FRAMED WiTHOUT TOP BEAM AND CAN BE SMALLEST
EXTRUSIONS ALLOWED BY SPAN TABLES
W- SCREEN PANEL SPACING
CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES.
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SEE TABLES
1.3, 1A & 1.6
K-BRACING REQUIRED FOR 121
MPH EXPOSURE C OR HIGHEF
GIRT (TYP,
SCREEN (TYP.,
W PURLINS (TYP.)
SIDE WALL MEMBER
CABLE CONNECTION
(SEE DETAILS SECTION 1)
GIRT
GRADE
CABLE .CONNECTION
(SEE DETAILS SECTION 1)
NOTE: USE H2 FOR CABLE AREA CALCULATION
TYPICAL MANSARD ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
SCREEN (TYP.)
K-BRACING REQUIRED FOR 120 MPH
EXPOSURE C OR HIGHER
FRONT WALL ALUMINUM
COLUMNS
(TABLES 1.3, 1 A & 1.6)
GIRT (TYP.)
1"x 2" (TYP.)
ALUMINUM BEAM
(SEE TABLE 1.1 OR 1.9.1)
SIDE WALL FRAME
(TABLES 1.3, 1A & 1.6)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
CABLE BRACING
SIZE MEMBERS PER
APPROPRIATE TABLES
TYPICAL MANSARD ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
W PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
HALTERNATE CABLE
(SEE TABLES 1" x 2" (TYP.)
1.3 OR 1.6)
1 N 0 GRADE
5
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER CABLE CONNECTION
GIRT (TYP.) (SEE DETAILS SECTION 1)
TYPICAL DOME ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAM
(TABLES 1.3, 1.4 & 1.6)
L
SIZE MEMBERS PER
APPROPRIATE TABLES
H
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER
GIRT (TYP.)
SCREEN (TYP.)
FRONT WALL ALUMINUM
COLUMNS ( )
(TABLES 1.3, 1.4 & 1.61.6
1"x 2" (TYP.)
RISER WALL WHERE
REQUIRED
PURLINS (TYP.)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
CABLE BRACING
SIDE WALL FRAMING (SEE
TABLES 1.3. 1A & 1.6)
TYPICAL DOME ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
PURLINS (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
ALUMINUM BEAM
(TABLE 1.1 OR 1.8)
Fi GIRT (TYP.)
(SEE TABLE 1.3) 1" x 2" (TYP.)
GRADE
CABLE CONNECTION SCREEN (TYP.)
(SEE DETAILS SECTION 1)
TYPICAL GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
EXISTING STRUCTURE PURLINS (TYP.)
. { L RISER WALL WHERE
[WI REQUIRED
ALUMINUM BEAM
(TABLE 1.1 OR 1.9.1)
SIZE MEMBERS PER
APPROPRIATE TABLES
SIDE WALL FRAMING (SEE
TABLES 1.3, 1.4 & 1.6)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
FRONT WALL ALUMINUM
COLUMNS (TYP.)
(TABLE 1.3, 1.4 & 1.6)
GIRT (TYP.)
SCREEN (TYP.)
CABLE BRACING
TYPICAL GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
DETAILS AND NOTES ARE FOUNDJN-TH&SUBSEZ
PURLIN (TYP.)
SCREEN (TYP.)
T
(SEE TABLES
1.3 & 1.6)
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
CABLE CONNECTION
(SEE DETAILS SECTION 1)
GIRT (TYP.)
1" x 2" (TYP.)
GRADE
CABLE CONNECTION
(SEE DETAILS SECTION 1)
TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
RISER WALL WHERE
EXISTING STRUCTURE
REQUIRED
�wi
PURLIN (TYP.)
SIZE MEMBERS PER
ALUMINUM BEAM
APPROPRIATE TABLES L
(TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
H
/
K-BRACING REQUIRED FOR 120 (TABLE 1L3, 1.4RA& 1 6)G
MPH EXPOSURE C OR HIGHER
FRONT WALL ALUMINUM
COLUMNS (TYP.)
(TABLES 1.3, 1.4 & 1.6) KGIRT
SCREEN (TYP.) TYP.)
SIDE WALL FRAMING (TYP.)
(TABLE 1.3.1.4 & 1.6) E BRACING
TYPICAL TRANSVERSE STACKED GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
L SIDE MEMBER
SCREEN (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
H
1" x 2" (fYP•)
(SEE TABLES
GIRT
1.3 & 1.6)
GRADE
K-BRACING REQUIRED FOR
CABLE CONNECTION
120 MPH EXPOSURE C OR
(SEE DETAILS SECTION 1)
HIGHER
TYPICAL MODIFIED HIP ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAMS
(TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
K-BRACING REQUIRED
FOR 120 MPH EXPOSURE
C OR HIGHER SW
GIRT (TYP.)
FRONT WALL ALUMINUM
CABLE BRACING
COLUMNS
(TABLE 1.3. 1A & 1.6)
SIDE WALLS AND FRAMING
SIZE MEMBERS PER
SIZES
APPROPRIATE TABLES
(TABLE 1.3, 1A & 1.6)
TYPICAL MODIFIED HIP ROOF - ISOMETRIC
SCALE: N.T.S.
PURLIN (TYP.)
SCREEN (TYP_)
H
(SEE TABLE
1.3 & 1.6)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
CABLE CONNECTION
/- (SEE DETAILS SECTION 1)
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
GIRT (TYP.)
1" x 2" (TYP.) O
GRADE
w
w
of
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TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION o
(ALL ROOF TYPES)
SCALE: N.T.S.
FRONT WALLS FRAMING
(SEE TABLE 1.3, 1A & 1.6)
K-BRACING REQUIRED
FOR 120 MPH
EXPOSURE C OR
HIGHER
FRONT WALL SCREEN (TYP.)
1' x 2' (IYP.)
w
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ALUMINUM BEAM -�
(TABLE 1.1 OR z
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SIZE MEMBERS PER
APPROPRIATE TABLES 0,
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EXISTING STRUCTURE
SIDEWALUCABLE
ALUMINUM 6OLUMNS w
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2 009 OF G 1 O
GALVANIZED METAL PLATE
TRUSS TAIL #2 P.T.P. AND
SUB -FASCIA
' SEE TABLE 1.11 FOR MAX
TRUSSES OR SPAN (LOH)
RAFTERS ASSUMED TO BE @
2'-0' O.C.
TRUSS / RAFTER TAIL
SCALE: 1" = T-0"
112" x 8" "L" BOLT W/ 2" SQUARE
WASHER ON PLATE
ALTERNATE ROOF TYPE
RAFTER TAIL #2 P.T.P. AND
SUB -FASCIA
2 x 8 P.T.P. TOP PLATE
SEE TABLE 1.11 FOR MAX
TRUSSES OR SPAN (LOH)
RAFTERS ASSUMED TO BE @
2'-0" O.C.
ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY
SCALE: 1" = V-0"
MINIMUM POST SIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
SELF -MATING BEAM
1" x 2" OPEN BACK SECTIONS
ATTACHED TO 2" x 2" W/
#10 x 1-1/2" S.M.S. @ 24" O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION
a°
ea
1" x 2" OPEN BACK FASTENED
TO POST W/ (2) #10 x 1-112"
S.M.S.
SELECT FASTENER SIZE,
ALTERNATE
NUMBER AND PATTERN
FLAT ROOF
(SEE TABLE 1.6 & 9.5A OR 9.513)
UPRIGHT
ATTACH PURLINS TO
SELF -MATING BEAMS W/
S.M.S. PER TABLES
SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP)
SCALE: 2" = V - 0"
OPTIONAL POSITION OF TOP
RAIL W/ 1" x 2'
1" x 2' SNAP SECTIONS 1,
ATTACH TO 2" x 2" W/
#10 x 1-1/2" S.M.S. @ 24" O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2• x 3' (4) 1 o • ° GSOO
SPLINE GROOVE SECTION
2" x 2" AND 1" x 2" MAY BE
ROTATED TO RECEIVE
1"x 2" SNAP SECTIONS
ATTACH TO 2" x 2" W/
#10 x 1-1/2' S.M.S. @ 24.O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2' x 3"(4)
SPLINE GROOVE SECTION
4ECTION DETAIL
SCALE: 2" = V-0"
LTERNATE FLAT ROOF
SELECT FASTENER SIZE, M y1
NtWB ATTERN
(SEE TABLE OR 9,5)
(FULL LAP) •�ri%,/,
a °
°
o ® ALTERNATE FLAT ROOF
GUSSETT PLATE 0.050" OR
r GREATER. GUSSET PLATE
= SHALL HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
a OR HIGHER
SELECT FASTENER SIZE,
NUMBER AND PATTERN
(SEE TABLE 1.6 & 9.5A OR 9.5B)
UPRIGHT CONNECTION
WITH GUSSET PLATE DETAIL (FULL LAP)
SCALE: 2" = V-0•
PURLIN 2" x 3" MAX
ATTACH GUSSET PLATES TO
PURLIN & POSTS
2" x 2" EXTRUSION
a
a 6
1" x 2" OPEN BACK
° °
ALL GUSSET PLATES SHALL
EXTRUSION
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A ULTIMATE
BEAM NOTCHED AROUND
(1) #10 x 1-1/2" S.M.S. 24" O.C.
as
YEILD STRENGTH OF 30 KSi.
CONTINUOUS 2" x 2" OR (4)
9
1/16" RECEIVING CHANNEL OR
SPLINE GROOVE 2-x 3" ° a °
MP�`NG
NOTCH POST
GUSSET -PLATES
o a
r�E�F
(4) #10 S.M.S. EACH SIDE
° ®®
ALTERNATE FLAT ROOF
COLUMN PER TABLE 1.3 OR 1.4
°
_T
x 4" MAXIMUM
r
MINIMUM POST SIZES
FOR LARGER UPRIGHT USE
REQUIRED FOR EACH BEAM
ALTERNATE BEAM TO POST
�
SIZE (SEE TABLE 1.6)
CONNECTION FULL LAP
SELECT FASTENER SIZE,
PURLIN TO UPRIGHT SAME AS
NUMBER AND PATTERN
MIN. UPRIGHT TO BEAM
(SEE TABLE 1.6 & 9.5A OR 9.56)
TABLE 1.6 (I.E. 2" x 7"
UPRIGHT REQUIRES 2" x 4"
BEAM TO UPRIGHT CONNECTION DETAIL (FULL LAP)
BEAM)
SIDE WALL TO PURLIN
DETAIL
SCALE: 2"=T-0"
SCALE: 2" = V-0"
BEAM / PURLIN 2" x 3' MAX.
ATTACHED TO RECEIVING
PURLIN
2" x 2' EXTRUSION
1"x 2" OPEN BACK
EXTRUSION
(1) #10 x 1-1/2" S.M.S.24.O.C.
NOTCH POST
BEAM POSITION VARIES
(MANSARD SHOWN)
0.045" x 1" X 2" H CHANNEL W/
(6) #10 x 1/2' S.M.S. EA SIDE (6)
TOTAL
COLUMN PER TABLE 1.3 OR 1.4
2" x 4" MAXIMUM
FOR LARGER UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP DETAIL
THIS PAGE AND MIN. PURLIN TO
UPRIGHT SAME AS MIN.
UPRIGHT TO BEAM TABLE 1.6
(I.E. 2" x 7" UPRIGHT
REQUIRES 2" x 4" BEAM)
BEAM TO POST CONNECTION
SCALE: 2" = V-0"
#8 x 3/4" WASHER HEADED
CORROSIVE RESISTANT
SCREWS AS SHOWN
(SEE TABLE 1.6)
1" x 2" SNAP SECTIONS
ATTACH TO 2" x 2" W/
#10 x 1-1/2" S. M. S. @ 24' O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3' (4)
SPLINE GROOVE SECTION
1' x 2.OPEN BACK FASTENED
TO POST W/ (1) #10 x 1-1/2"
S.M.S.
EDGE OF EXISTING UPRIGHT
EXISTING 2" x 3 OR LARGER
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL BE
FILLED MINIMUM OF ALL
OUTER LOCATIONS
®"i e
MPS NGB
NOTCH BEAM TO RECEIVE
POST ADDITION
ATTACH AUXILLARY MEMER
TO BEAMS W/ (2) #10 x 2-112•
S.M.S. AND16" O.C.
Existing Hollow
Member Added
Equivalent Hollow
Member
Member
2'x2"x0.040"
10 x2'x 0.044•
2x3"x0.045
2'x2"x 0.044"
T_x3•x0.040'
1"x2"x 0.044'
2x Xx 0.045
2'x2'x 0.044"
2"x4"x0.040"
1'x2'x11.044'
2x4•xo.045
1 x4'x0.044""
COMPOSITE BEAM W/ ADDITION OF AUXILLARY MEMBER TO EXISTING
HOLLOW MEMBER FOR EQUIVALENT HOLLOW MEMBER
SCALE: 3" = V-0"
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ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL EXISTING HOLLOW OR
SHADED LOCATIONS SHALL SELF MATING BEAM
BE FILLED MINIMUM OF ALL
OUTER LOCATIONS
(10) #8 x 1/2' S.M.S. EACH SIDE #10 x 3 1/2" S.M.S. 16" O.C.
OF BEAM/POST
1" x 2" OPEN BACK ATTACH TO
2' x 2" W/ #10 x 1-1/2" S.M.S. @
24' O.C. OR CONTINUOUS
2" x 3" (4) SPLINE GROOVE
SECTION •
CONNECT 2" x 2" OR 2" x 3- TO
BEAM W/ MIN. OF (3) • •
#10 x 1-1/2" S.M.S. INTO o •
SCREW BOSSES °: •
• o • •
•°o°111111L •
• ° • ° • �_ PROPOSED 2" x 3" x 0.050"
• • SMOOTH SIDE DOWN
•
1/8" x 2-3/4" x 8" GUSSET EACH
SIDE OF POST AND BEAM
(FASTEN PER TABLE 1.6)
UPRIGHT PER TABLE 1.6
ADDITION OF 2" x 3" TO EXISTING S.M.B.
SCALE: 2" =1'-O"
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL BE
FILLED MINIMUM OF ALL
#8 x 3/4" WASHER HEADED OUTER LOCATIONS
CORROSIVE RESISTANT NEW POST ADDITION INSIDE
SCREWS AS SHOWN BEAM
(SEE TABLE 1.6)
1" x 2" SNAP SECTIONS
ATTACH TO 2" x 2' W/
#10 x 1-1/2" S. M. S. @ 24" O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION ® ® eX11\\AG NGB�
LF
1" x 2" OPEN BACK FASTENED
TO POST W/ (1) #10 x 1-1/2" e ®®
S.M.S.
a e
EDGE OF EXISTING UPRIGHT a CH BEAM TO RECEIVE
e POST ADDITION
EXISTING 2' x 3" OR LARGER 2" x _" (0.044" MIN.) HOLLOW
ADDITION ATTACH TO BEAMS
W/H-CHANNEL
(2) #10 x S.M.S. AND
16' O.C. BOTH SIDES
2" x _ HOLLOW EXTRUSION
2" H-CHANNEL
ALTERNATE POST / BEAM ADDITION OF 2" x " TO EXISTING 2" x "
SCALE: 2" = V-0'
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
CONNECT 2" x 2' OR 2" x 3" TO
BEAM W/ MIN. (3) #10 x 1-1/2"
S.M.S. INTO SCREW BOSSES
1' x 2" OPEN BACK ATTACHED
TO 2" x 2" W/ #10 x 1-1/2" S.M.S.
@ 24" O.C.
SCREW LOCATIONS PER
TABLE 1.6 FILL OUTSIDE
LOCATIONS FIRST
Strap Table
Beam
size
Screws
#/size
Strap
Length
2' x 7"
(4) #12
2-3/4'
2" x 8"
(4) #14
3-1/4"
2' x 9"
(4) #14
3-1/4"
2'x10'
(6)#14
4-1/2'
d -1/2"
4-
4-
A-
4-
tom" BEAM CUT TO ACCEPT WALL
UPRIGHT
1 1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
I MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
SELF -MATING UPRIGHT CUT
TO MATCH BEAM ANGLE
"ALL SCREWS 3/4' LONG V
Notes:
1) Fill outer screw positions first until required number of screws is achieved.
2) See Table 1.6 for screw sizes and number.
3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing is
achieved.
4) 2" x 8" beam with 2' x 5' upright shown. Other beam to upright combinations per table 1.6 may be used.
ALTERNATE BEAM TO POST CONNECTION (FULL LAP)
rLl=
1f4L
TOTAL SPAN FROM TABLES
4
SPLICE POINTS FOR FLAT OR DOME ROOF
SCALE: N.T.S.
SPLICE POINT --\ /— SPLICE POINT
1/4L 1/4L
1�L= TOTAL SPAN FROM TABLES
SPLICE POINTS FOR FLAT OR DOME ROO
SCALE: N.T.S.
SPLICE POINT
SPLICE POINT
SPLICE POINTS FOR GABLE ROOF
SCALE N.T.S.
SPLICE POINT
OR SUPER
GUTTER
SPLICE AT
RIGHT ANGLE
TO BEAM
DOOR
HINGE LOCATION
2 x 2 EXTRUSION
2 x 2 EXTRUSION
z
HINGE LOCATION
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NOTES:
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1. Door to be attached to structure with minimum two (2) hinges. }
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2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S..
of
3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S..
4. Bottom hinge to be mounted between 10 Inches and 20 inches from ground.
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5. Top hinge to be mounted between 10 inches and 20 inches from top of door.
6. If door location is adjacent to upright a 1" x 2' x 0.044" maybe fastened to upright with #12Ua-
S.M.S. at 12" on center and within 3" from end of upright. v
TYPICAL SCREEN DOOR CONNECTION DETAIL w
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CUT 2" x 4", 2" x 5", OR 2"x 6"
2" x 2"PURLINS ATTACHED BEAMS TO SLIDE OVER EACH
TO BEAM W/ MIN. OTHER 2" x 7" & LARGER
(3) #10 x 1-1/2" S.M.S. PROVIDE GUSSET PLATE
r(INSIDEOR OUTSIDE BEAM)
-SAME WALL THICKNESS AS
BEAM WALLS OR LARGER
(SEE TABLE 1.6)
®�
MINIMUM SPACING -
(PER TABLE 1.6) —
(SEE SPLICING DETAIL PAGE 1-21)
FASTENER SIZE, NUMBER AND
SPACING PER "TYPICAL BEAM
SPLICE DETAIL AND TABLE"
THIS PAGE (SEE TABLE 1.6)
TYPICAL SIDE PLATE CONNECTION DETAIL
SCALE: 2" = V-0"
CUT 2"x 4", 2"x 5", OR 2"x 6"
BEAMS TO SLIDE OVER EACH
OTHER 2" x 7" & LARGER
PROVIDE GUSSET PLATE
® ® ® d
(OUTSIDE BEAM) SAME WALL
THICKNESS AS BEAM WALLS
0 X110
OR LARGER
(SEE GUSSET PLATE TABLE)
® ® ® e
® ® FASTENER SIZE, NUMBER AND
0 SPACING PER PAGE'TYPICAL
BEAM SPLICE DETAIL AND
TABLE" THIS PAGE AND (SEE
TABLE 1.6)
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF
SCALE: 2" = V-0"
CUT 2"x 4", 2"x 5". OR 2"x 6"
2" x 2" PURLINS ATTACHED BEAMS TO SLIDE OVER EACH
TO BEAM W/ MIN. OTHER 2" x 7" & LARGER
(3) #10 x 1-1/2" S.M.S. PROVIDE GUSSET PLATE
(INSIDE OR OUTSIDE BEAM)
SAME WALL THICKNESS AS
BEAM WALLS OR LARGER
w (SEE TABLE 1.6)
i ® .. ..
1 ®` ® 0 i
MINIMUM
(P RTABLEI6) —J
(SEE SPLICING DETAIL THIS PAGE) FASTENER SIZE, NUMBER AND
SPACING PER "TYPICAL BEAM
SPLICE DETAIL AND TABLE"
THIS PAGE AND (SEE TABLE
1.6)
ALTERNATE SIDE PLATE CONNECTION DETAIL
GUSSET PLATE MOUNTED INTERNALLY
CUT 2" x 4", 2" x 5". OR 2" x 6" SCALE: 2" = V-0"
BEAMS TO SLIDE OVER EACH
OTHER 2" x 7" & LARGER
PROVIDE GUSSET PLATE
(INSIDE BEAM) SAME WALL ®®
THICKNESS AS BEAM WALLS ®�®
OR LARGER
(SEE TABLE 1.6) /®
® 901
FASTENER SIZE, NUMBER AND
�® ® SPACING PER "TYPICAL BEAM
SPLICE DETAIL AND TABLE"
®®®� THIS PAGE (SEE ALSO TABLE
1.6)
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
ALTERNATE SIDE PLATE CONNECTION DETAIL - MANSARD ROOF
GUSSET PLATE MOUNTED INTERNALLY
SCALE: 2" = V-0"
BEAM SPLICE SHALL BE MIN.
BEAM HEIGHT MINUS 1/2" AND
2 x (d - .50") LENGTH
d = HEIGHT OF BEAM
MIN. EDGE DISTANCE
' — 2 x (d-0.50")
d-1.00" T d-1.0�
SPLICE LOCATED 1/4 TO 113
BEAM SPAN STAGGERED
EACH SIDE OF BEAM
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
v
1"
++++++++
MAX.
—�Ilc
MIN. EDGE DISTANCE
DENOTES SCREW PATTERN
NOT NUMBER OF SCREWS
Minimum Distance and
FASTENER SIZE, NUMBER AND
SPACING (SEE TABLE 1.6)
Screw
S"a
tls
(In.)
Edge to
Center
2ds in.
Centeno
Canter
2-112ds In.
Beam Size
Thickness
In.
#8
0.16
318
7116
2x7'x0.055'x0.120—
1116=0.063
410
0.19
3/8
112
2' x 8" x 0.072" x 0.224'
1/8 = 0.125
#12
0.21
7116
9116
2' x 9" x 0.072" x 0224'
118=0.125
#14 or 114"
025
12
5/8
2" x 9" x 0.082" x 0.306'
1/8 = 0.125
5116"
0.31
5/8
314
2' x 10' x 0.092' x 0.369"
114 = 025
refers to each side of splice
use for 2" x 4" and 2' x 6- also
Note:
1. All gusset plates shall he minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: 2" = T-0"
INTERNAL BRACING:
1-3/4" x 1-3/4" x 0.125" ANGLE
(T-6 ALLOY) OR CUT FROM
BEAM MATERIAL
PLAN VIEW
SCALE: 2" = T-o"
ISOMETRIC VIEW
SCALE: N.T.S.
MIN. (3) #10 x 2" CORROSION
RESISTIVE WASHER HEADED
SCREWS
'" x 8" BEAMS AND
ERADD (1)3/8"x(W+
).LAG.SCREW INTO THE
=R TAIL CLOSEST TO THE
IER ON EACH SIDE
FRAMING BEAM
' x 1/8" ANGLE W/ (4) #10 x
ACH SIDE
C-CHANNEL W/ THRU BOLT
2" REINFORCING STRAP W/ (2)
#10 x 2" INTO HOST
THRU BOLT SIZING:
STRUCTURE AND (2) #10 x 5/8"
(2)1/4" UP TO 2" x 7" BEAM
INTO GUTTER
(3)1/4" FOR 2" x 7" BEAM
1/8" PLATE OF 5053 H-32
(3) 3/8" FOR 2" x 8" & 9' BEAM
ALLOY OR ULTIMATE YEILD
(3)1/2" FOR 2" x 10" BEAM
STRENGTH OF 30 KSI W/ (4)
#10 x 5/8" EACH SIDE
OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM
SCALE: 2" = T-0"
STRAP SUPER OR EXTRUDED GUTTER
jOST STRUCTURE /
SPACING/2�SPACING/2 SPACING /2�SPACING /2
BEAM SET SPACING BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 1/4" = V-0"
2" S.M.S. OR LAG SCREWS
2" x
MIN. (4) #10 x 2" CORROSION EACH
AND @ 1/:
RESISTIVE WASHER HEADED (•
SCREWS
:RNAL BRACING CUT FROM
IE BEAM SIZE W/ 2-1/4"
TH
.LINS
: TABLES 1.2. 1.6, OR 1.92)
LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40'-0"
NOTES:
1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES.
2. FOR ALL PURLINS & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM
SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT.
SCREW P) ... . ".. ..., ".., -".
(SEE TABLES OR NOTES FOR
SIZE AND NUMBER OF
SCREWS)
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TERNATE FLAT BEAM CwD k
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(SIZE VARIES)
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O.C. OR #10 x 2" SCREWS @
12" O.C.
TAIL CUT OFF BEAM
(OPTIONAL)
2" x 2" ANGLE WITH (4) S.M.S.
(SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE TO
BEAM SUPER GUTTER
RECEIVING CHANNEL
2-1/8' x 1" W/ (2) #8 x 1/2" S.M.S.
EACH SIDE OF BEAM
r
SUPER OR 3/4' FERRULE WITH 3/8" x 8"
EXTRUDED LAG SCREWS @ EACH BEAM
GUTTER
MAX DISTANCE FROM FASCIA
TO HOST STRUCTURE WALL
(SEE TABLE 1.11)
SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION
SCALE: 2" = V-0"
1/4" x 2" LAG SCREWS @ 24"
O.C. OR #10 x 2" SCREWS @
12- O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL 1" x 2" OR 2" x 2'
FOR SCREEN
SELF -MATING 2" x _ x 0.050" STRAP @
BEAM SUPER OR EACH BEAM CONNECTION
(SIZE VARIES EXTRUDED AND @ 1/2 BEAM SPACING W/
0GUTTER (2) #8 x 1/2' S.M.S. PER STRAP
ANGLE. INTERIOR OR
EXTERIOR RECEIVING MAX DISTANCE FROM FASCIA
CHANNEL (SEE SECTION 9) TO HOST STRUCTURE WALL
(SEE TABLE 1.11)
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 2" = V-0"
1/4" x 2" LAG SCREWS @ 24"
O.C. OR #10 x 2" SCREWS @
12" O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL 1" x 2" OR 2" x 2"
FOR SCREEN
SELF -MATING ® ('
BEAM
(SIZE VARIES)
2" x _" x 0.050" STRAP
® @ EACH BEAM CONNECTION
SUPER OR AND @ 1/2 BEAM SPACING W/
® EXTRUDED (2) #8 x 112" S.M.S. PER STRAP
GUTTER
MAX DISTANCE FROM FASCIA
ANGLE, INTERIOR OR TO HOST STRUCTURE WALL
EXTERIOR RECEIVING J (SEE TABLE 1.11)
CHANNEL (SEE SECTION 9)
ALTERNATE SELF MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
SCALE: 2" = V-0"
2-1/2" MIN. S.M.S. OR LAG
SCREW INTO 2' x _ FASCIA OR
IF NO SUB -FASCIA INTO
RAFTER TAILS
2" WIDE x 0.050" (MIN.) STRAP
SPACING PER LOCATION
DETAIL (SEE PREVIOUS PAGE)
SELF MATING BEAM
(SIZE VARIES)
IF TRANSOM HEIGHT EXCEEDS 6-0"
USE CANTILIEVER BRACE DETAIL
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OR GUSSETS m
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THAN 1/3 OF BLOCKING W/ 0.024" BREAK LENG OF ® ® GUTTER HEIGHT FORM CAP OR 1' X2' KNEE B E
LLOW BLE O LY /
FOR SCREW SIZES SEE
SECTION 9
2" x 2" ANGLE W/ (4) S.M.S. (A A N W ROOF
EACH SIDE TO BEAM TO ANGLES LESS THAN 23" UP TO
SUPER OR EXTRUDED 5' IN 12" ROOF SLOPES)
GUTTER FOR ROOF SLOPES GREATER HOST STRUCTURE
THAN 5" IN 12" USE 1/8" x 2" x ROOFING
RECEIVING CHANNEL ANGLE AS REQUIRED
2-1/8" x 1" W/ (2) #8 x 1/2" (2) 2".LAG SCREWS
S.M.S. EACH SIDE OF BEAM MAX DISTANCE FROM FASCIA (SEE SECTION 9 FOR SIZE)
TO HOST STRUCTURE WALL
(SEE TABLE 1.11) 2" STRAP - LOCATE AND
TYPICAL SELF MATING BEAM AND FASTEN PER STRAP
SUPER OR EXTRUDED GUTTER CONNECTION LOCATION DETAIL PAGE 1-24
SCALE: 2" = V-0" FASCIA AND SUB F
BEAM - SCREEN ROOF
POST TO BEAM FASTENING
w ui
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(SEE TABLE 1.6)
>
W0=o
®®
Ozc9
®® ®®
a5
REQUIRED KNEE BRACE
MININUM SIZE AND
CONNECTION (PER TABLE 1.7)
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
KNEE BRACE ATTACHMENT 6" 2
ABOVE TOP OF GUTTER MAX o
FASCIA AND SUB -FASCIA
(2) 2- SCREWS (SEE SECTION
9 FOR SCREW SIZES)
1/4"0 BOLT @ 24" O.C. MAX
WITHIN 6' OF EACH POST
FASTEN 2" x 2" POST W/ (3)
EACH #10 S.M.S. INTO SCREW
SPLINES
USE ANGLE EACH SIDE FOR
2" x 2" TO POST CONNECTION
W/ HOLLOW POST
2"STRAP-LOCATE AND
FASTEN (DETAILS PAGE 1-24)
2" x 2" x 0.093" ANGLE W/ (4)
S.M.S. (SEE SECTION 9 FOR
SCREW SIZES) EACH SIDE TO
BEAM TO SUPER OR
EXTRUDED GUTTER
m
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SCREW PATTERN SHOWN IS
A POSSIBLE NUMBER OF
SCREWS. ACTUAL FIELD
SCREW PATTERN MAY VARY.
COMPOSITE 2' x WEAVE RAIL
FULL LAP CUT
POST TO BEAM FASTENING
(SEE TABLE 1.6)
POST
(SEE TABLE 1.3)
SCREEN
(MAY FACE IN OR OUT)
REQUIRED KNEE BRACE
MINIMUM SIZE AND
CONNECTION (SEE TABLE 1.7)
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
- ASCIA
COMPOSITE EAVE RAIL W/
2" x 2" FASTENED TO BEAM /
2" x 2" ANGLE WITH (4) S.M.S.
UPRIGHT W/ (3) #10 x 1-1 2"
(SEE SECTION 9 FOR SCREW
®
SUPER OR
S.M.S. MIN. INTO SCREW
SIZES) EACH SIDE TO BEAM
EXTRUDED
BOSSES. 1"x 2" ATTACHED
TO SUPER OR EXTRUDEDGUTTER
GUTTER
MAX. DISTANCE TO
TO 2" x 2" W/ #10 x 1-1/2' S.M.S.
HOST STRUCTURE i
@ 24' O.C. CONTINUOUS 2" x
WALL (SEE TABLE 1.11)
3" SNAP SECTION FASTENED
THRU SCREW BOSSES W/ (3)
SUPER OR EXTRUDED GUTTER
MIN. #10 x 1-1/2" OR 2" x 3"
RISER (OR
TRANSOM) WALL AT FASCIA - DETAIL 2
HOLLOW SECTION FASTENED
SCALE: 3" = 1'-0"
THRU SCREW BOSSES W/
#10 x 1-1/2" S.M.S.
SCREEN(MAYFACE
IN OR OUT)
SCREW PATTERN SHOWN IS
A POSSIBLE NUMBER OF
SCREWS. ACTUAL FIELD
SCREW PATTERN MAY VARY.
HOST STRUCTURE ROOFING —
2" LAG SCREWS
® (SEE SECTION 9 m
SUPER OR FOR SCREW SIZE)
EXTRUDED MAX DISTANCE TO 2" STRAP LOCATE AND
GUTTER HOST STRUCTURE FASTEN PER STRAP
ALL (SEE TABLE 1.11) LOCATION DETAIL PAGE 1-24
ALTERNATE LAG SCREW AND _
FERRULE
IF TRANSOM HEIGHT EXCEEDS x
6'-0" USE CANTILNER BRACE 2" 2"ANGLE WITH 4 ( ) S.M.S.
DETAIL (SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE OF BEAM AND SUPER OR EXTRUDED
GUTTER
FASCIA AND SUB -FASCIA
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1
SCALE: 3" = V-0"
NOTE:
MINIMUM POST SIZES ARE
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
SELF -MATING BEAM
(SEE TABLE 1.1 OR 1.8)
2" x 3" COMPOSITE EAVE GIRT
®®
®® ® G FASTENERS SIZE, NUMBER
®0 ® OF AND PATTERN (SEE TABLE 1.6)
\®® POST SIZE (SEE 1.3 OR 1.6)
>� ,a..:ussa�mmn SOFFff
® SUPER OR
® EXTRUDED
® GUTTER
MAX DISTANCE TO
HOSTSTRUCTURE
WALL
(SEE TABLE 1.11)
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�wre SCREEN ENCLOSURES E. Bennett, P.E. FL # 16644 ALUMINUM STRUCTURES DESIGN MANUAL
& STRUCTURAL ENGINEERING fw
315HerbertSt.,PortOrange,F132129 SECTION 1 DETAILS�sephone #: (366) 767-4774 Fax #: (366) 767-6556 holesale Aluminum DlstributOrs
http://www.lebpe.com/ 2007 FLORIDA BUILDING CODE
WITH 2O09 SUPPLEMENTS- 2009 EDITION L9999
AUDERDA"LE FLORIDA 3309 1-800432-501OAD, FORT 9 "OAX' 19541972
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E_ BENNETT. P_E.
NOTE:
IF HEIGHT FROM GUTTER TO
BEAM IS GREATER THAN T-0"
A KNEE BRACE IS REQUIRED
.60
9®®
(2) ANGLE STRAPS OR
FERRULES REQUIRED
(3) #10 x 1/2" S.M.S. EACH
CONNECTION
ill
(9) #12 x 3/4" TEK SCREWS
® ®®® p THROUGH ANGLE INTO SUPER
®® GUTTER
FASTENER SIZE, NUMBER AND
FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6)
PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT
_ EXTRUSION SIZES
(SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL.
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
(2) ANGLE STRAPS OR
FERRULES REQUIRED
(3) #10 x 1/2" S.M.S. EACH
CONNECTION
®®®
®®®
e
(9) #12 x 3/4" TEK SCREWS
'MM:\_
THROUGH ANGLE INTO SUPER
GUTTER
FASTENER SIZE, NUMBER AND
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
(SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL
PRIMARY BEAM
SCREEN ROOF
> p
0.050" H-CHANNEL
OR GUSSETS
45
LENGTH OF
KNEE BRACE
(1) #10 SMS 24" O.C.
(3) #10 x 3" INTO 2" x 4" (MIN.)
SUB -FASCIA EACH SIDE
BEAM TO WALL CONNECTION
(SEE SECTION 9)
SEE TABLE 1.6 FOR BRACE
SIZE SAME AS RISER
ANGLE CUT FROM S.M.B.
SAME SIZE AS CANTILEVER
BRACE OR LARGER (# OF
SCREWS BASED ON DEPTH OF
PRIMARY BEAM PER SIDE OR
PER CONNECTION) =
(D - 1) #10 FOR 2"x 4'- 2"x 7"
(D-i)-#12FOR 2"x8"
(D-1)#14 FOR 2'x 9"& 2"x 10"
2" x 2" (MIN.) x 1/8" ANGLE
NOTE
1. For post to beam sLzing see Table 1.6. 2.2. or 3.3
2. For connection members see Table 9.8 U-Channel
3. Inside connection members shall be used wherever possible
i.e.Use U-Channel in lieu of angles where possible.
ALTERNATE CANTILEVERED BRACE CONNECTION
TO WALL AND FASCIA DETAIL
COMPOSITE 2" x 2" + 1" x 2"_
ALL 0.044" MIN EAVE RAIL
BEAM TO MIN. POST
(SEE TABLE 1.6)
so
SEE TABLE 2-3 OR 3.3 FOR
BRACE SIZE SAME AS
PURLIN / GIRT
MINIMUM CANTILEVER BRACE
t
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CONSULT TABLE 1.6, 2.2 OR 3.3
W y
2" x 3" x 0.050" OR EQUAL TO
n¢ z w
POST SIZE (BRACE DEPTH +1)
d ¢
REQUIRED NUMBER OF
of
#10 x 9/16" S.M.S. EACH SIDE
m0x
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2" x 4" PURLIN
MIN. (3) #10 x 1-1/2" S.M.S. ------ \
2' x 9" S.M.B.
x 2' x 2" 5052 H-02 0R H-04
BREAK FORM ANGLE 2' WIDE x _ 5052 H-32 PLATE
BRACING SYSTEM FOR STEEP ANGLE GABLES
GUTTER IS NON STRUCTURAL
MAY USE ROLL FORMED
GUTTER
NO STRAP IS REQUIRED
EXCEPT
FOR EXTRUDED GUTTER
(3) 1/4" x 1-3/4" TAP CON OR
LAG SCREW VARY SIZE WITH
WIND ZONE
li
MINIMUM 2" x 4' FASCIA
NOTCH ANGLE FOR GUTTER
MUST REMAIN FOR ANGLE
STRENGTH ,
2" x 3" x 0.050" MIN. W/ (4)
ANGLE, ANCHORS, AND
#10 x 3/4' S.M.S. FOR.LARGER
BEAMS USE (BEAM DEPTH +1)
RELIEVING CHANNEL PER
FOR NUMBER OF SCREWS
SECTION 9
(SEE SECTION 9) ,
(3) #10 x 21/2' S.M.S. @ �
RAFTER TAILS OR 2' O.C. MAX
W/ 2" x 6' SUB FACIA
f
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(2) #10 x 1/2" S.M.S. TOE
SCREW INTO BEAM AND/OR
SIDE WALL RAIL
CONNECTION APPLIES AT
BOTH ENDS OF BRACE
ANGLE OR PLATE AT BOTTOM
OF BRACE
2' x 2" EXTRUSION W/
1"x 2" EXTRUSION
EAVE RAIL
WIND BRACE CONNECTION DETAIL
SCALE: 2" = V-0"
NOTES:
1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from
host structure.
2' x 6" BEAM
CONNECTOR MAY BE (2)
ANGLES, INTERNAL 'U'
CHANNEL OR EXTERNALLU'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER SECTION 9)
CARRIER BEAM
(SEE TABLE 1.5)
MINIMUM NUMBER S.M.S. 3/4"
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE SECTION 9)
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (3) #10 x 1-1/2"
INTERNALLY
_ PRIMARY BEAM
(SEE TABLE 1.1 OR 1.8)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 2' = V-0"
BEAM TO WALL CONNECTION:
(2)2"x2'x0.060"
EXTERNALLY MOUNTED
ALTERNATE:
ANGLES ATTACHED TO WOOD
1" x 2", 1" x 3" OR 2" x 2'
\
FRAME WALL W/ MIN. (2) 3/8" x
ATTACHED TO WALL W/ #10 x
2" LAG SCREWS PER SIDE OR
2" S.M.S. @ 16" O.C.
TO CONCRETE W/ (2)1/4" x
®
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
HOST STRUCTURE MASONRY
w
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=
SIDE FOR EACH INCH OF BEAM
OR FRAMED WALL
� m
DEPTH LARGER THAN 3"
(SELECT FASTENERS FROM
w
®
ALTERNATE CONNECTION:
SECTION 9 TABLES)
a
®
(1)1-3/4" x 1-3/4" x 1-3/4" x 1/8"
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
PRIMARY OR MISC. FRAMING
p
WALL W/ MIN. (3) 3/8" x 2" LAG
SCREWS OR TO CONCRETE
BEAM (SIZE PER TABLES)
OR MASONRY WALL W/ (3)1/4'
ANGLE OR RECEIVING
x 2-1/4' ANCHORS OR ADD (1)
CHANNEL
ANCHOR PER SIDE FOR EACH
CUT RECEIVING CHANNEL TO
FIT BEAM AND BRACE ANGLE
WIND BRACE
v (3) MIN. #10 x 1/2" S.M.S.
OPTIONAL BRACE TELESCOPE
MIN.12'
1-3/4" x 2" x 1-3/4" RECEIVING
CHANNEL ATTACHED TO BEAM
W/ (4) (TOTAL) #10 x 1/2" S.M.S.
2' x 2" EXTRUSION W/
1' x T EXTRUSION OR
2" x 3" SPECIAL SECTION
BRACE ATTACHED TO
CHANNEL W/ (4) (TOTAL)
#10 x 1/2" S.M.S.
(2) TOP AND (2) BOTTOM
EAVE RAIL
TELESCOPING WIND BRACE CONNECTION DETAIL
SCALE: 2" = V-0"
NOTES:
1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from
host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind
bracing.
2. Cut brace parts with min. 12' lap of larger and smaller btiracd.
3. Cut receiving channel with angle.
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2" = V-0"
SLOPED ROOF OR GABLED
END ROOF
1'x2'OR2"x2"ATTACHED
TO WALL W/ #10 x 2" S.M.S. @
16' O.C_
w
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RIMARY
ISCELLAN4 ING
BEAM (SIZE PER TABLES)
4d (1" FOR 1/4")
.2d (1/2" FOR 1/4-)
z_
d HOST STRUCTURE TRUSS /
_ RAFTER TAILS OR BARGE
R S CT FASTENERS
FROM SECTIO
UPLIFT/FORCE
ON FASTENER
I
ANCHOR IN SHEAR
LOAD
ANCHOR IN
TENSION OR
TENSILE LOAD
A
k
CALCULATE THE NUMBER OF SCREWS REQUIRED BY
SOLVING THE FOLLOWING EQUATICky 011
,/_ -
ROOF WIND LOAD' x BEAIGf SPACING x ( BEA SPAN ` (I =
C ` 2 J J F CHORS
ANCHOR ALLOWABLE LOAD p I)
FIND ROOF WIND LOAD IN DESIGN SPECIFICATION.' ON PAGE 3
BEAM TO FASCIA CONNECTION DETAIL
SCALE: 2" =1'-0"
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12-01-2009 OF 21
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PANELS/ELEMENTS
UNBRACED BY HOST
STRUCTURE TO BE BRACED
BY DIAGONALS IN -
PERIMETER PANELS (MIN.)
ELEMENTS BRACED BY HOST Q
STRUCTURE CONNECTION
BEAMS AND / OR PURLINS
o Z
HOST STRUCTURE
OELEMENTS BRACED BY
DIAGONALS
M TERNATE BRACING
— — YHi"ILfv,.CORNERBnACFS
STILL REQUIRED
CABLE OR
K-BRACING
(IN WALLS)
CABLE OR
TYPICAL LAYOUT
CABLE OR
K-BRACING
BEAMS OR PURLINS
K-BRACING
(IN WALLS)
(IN WALLS)
ADDITIONAL ROOF BRACING IS
REQUIRED FOR ALL SIDE
EACH DIAGONAL TO BE
WALLS LARGER THAN 4
2 x 2 (MIN) ROOF DIAGONAL,
FASTENED EACH END W/ (2)
PANELS. NUMBER OF PANELS
MEET WALL AT WALL BRACING
EACH #10 S.M.S. (MIN.)
SHOULD BE EVEN TO PERMIT
AT CORNERS (TYP.)
POSITION OF BRACES
ALTERNATING
(POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP)
POOL'ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW
SCALE: 1/4' =1'-W
HOSTSTRUCTURE
LAYOUT � n
BEAMS OR PURLINS
WIND BRACING PATTERN
TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4
SCALE: 1/8" = T-0'
HOSTSTRUCTURE
Hz
o�
gD
o.
t¢1 0
TYPICAL LAYOUT
BEAMS OR PURLINS
WIND BRACING PATTERN
TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4
SCALE: 1/8" = T-O"
CABLE BRACING
General Notes and Specifications:
i) .I ne following shall apply to the installation of cables as additional bracing to DIAGONAL bracng for po I
enclosures: '''��''''`ddd�,,,,;... L
a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL i d- vW�
�^ ��Fp''���
1/'8'� 445 Sq. FL / PAIR 6rCABLES - �:� /
TOTAL WALL AREA =100 % OF FRONT WALL+ 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. FL
SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft.
TOTAL WALL AREA = 336 Sq. FL
233 Sq. FL x 2 sets = 466 Sq. Ft. > 336 Sq. Ft; thus two sets of 3132" cables is required.
b) SIDE WALL CABLES- 7 x 19 STAINLESS STEEL
lI%
SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. FL
CABLE DIAMETER
SIDE WALL CABLE
c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
NOTES:
1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e.
a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top
rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail
and the chair rail, then there shall be an additional front wall cable pair at that girt also.
2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall
cable may be attached at the mid -rise girt or the top rail.
3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use
two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables-
4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall
be even and position shall be alternating.
5. Cables shall be snugged up tight only to not put strain on cables.
- (5) #10 S.M.S. (MIN.) -
1/8' x 1-112" x 8" FLAT BAR
®
125' PLATE OUT ON45°
ANGLE
V
LT OR TURNBUCKLE FOR
CABLE TENSION
T OVER TIGHTEN CABLES
SNUG UP ONLY
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
_
MEMBER
TYPICAL CABLE CONNECTIONS AT CORNER -DETAIL 1
' SCALE: 2" =1'-0"
A ALTERNATE:
USE (1)1/4' x 1-1l4" FENDER
WASHER EACH SIDE OF
1" x 2" x 0.125' CLIP AND (4)
®® FRAME MEMBER
#10 x 314" S.M.S. EACH
SIDE FOR CABLES
EITHER A OR B
B MIN. (2) CLAMPS REQUIRED
(IYP.)
MIN.1/4' EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION -DETAIL 1A
SCALE: 2" =1'-0"
3-1/2' ASTM A-36 PRESSED
STEEL CLIP MAY BE
SUBSTITUTED FOR
2"x 2"x 0.125'ANGLE
/ MIN. 3-3/4'
(4" NOMINAL) SLAB
S.S. CABLE @40° - 60° MAX. I MIN. (2)1/4" OR 5/16' x 1-314"
ANGLE W/SLAB MIN. Sd CONCRETE ANCHORS
ALTERNATE CLIP:
MIN. 5d � 3"ASTM A36
PRESSED STEEL CLIP
TYPICAL CABLE CONNECTION AT SLAB DETAIL -DETAIL 2
ANCHOR PER TABLE 9-1A MIN.
SHEAR 607# FOR 3/32" CABLE
AND 902# FOR 1/8' CABLE
FOR 3/32" CABLE 5/16' x 2"
CONCRETE ANCHOR W!
CABLE THIMBLE AND WASHER
7
SCALE: 2" =1'-0°
SLAB FOR 118" CABLE SHALL
HAVE ATHICKENED EDGE TO
ACHIEVE 5d MIN. AND A 3/8" x
2'ANCHOR
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2500 P.S.I. CONCRETE
6x6-10x10WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION -DETAIL 2A
SCALE: 2" =1'-0"
S.S. CABLE.@ 40° TO 60° MAX.
ANGLE TO SLAB
CABLE CLAMP
(SEE TABLE)
NOTE:
SEE GENERAL NOTES AND
SPECS. FOR NUMBER OF
CABLES REQUIRED
3-112' ASTM A-06 PRESSED
STEEL CLIP MAYBE
SUBSTITUTED FOR
2" x 2' x 0.125"ANGLE
A
c z U. iw HIVULC
-1/4' x 1-1/2" CONCRETE
ANCHORS (MIN.)
ALTERNATE CLIP: 3' ASTM A-36
'RESSED STEEL CLIP MAY BE
IUBSTITUTED FOR 2" z 2" xof
L125'ANGLE C7
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)ISTANCE FROM EDGE OF 0-
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ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B a
SCALE: 2" = 1'-0'4L, Co
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3/32" CABLE AND 594# FOR 1/8" Z
CABLE, FOR 3/32' CABLE (1) �
1/4' x 1-1l2' CONCRETE w
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TYPICAL
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6 x 6 -10 x 10 WELDED WIRE
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D.:
DOUBLE COMPRESSION
SLEEVES
3" ASTM A-36 STEEL CUP WITH
CONCRETE ANCHORS TO
O CONCRETE DECK
1/8' STAINLESS STEEL
CABLE 40" TO 60" MAX -
AN GLE TO SLAB
NOTE:
CLIP MAY ALSO BE MOUNTED TO SIDE
OF SLAB. MAINTAIN 2" EDGE DISTANCE
2500 P.S.I. CONCRETE
6 x 6 -10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D
SCALE: 2" = T-0"
EAVE RAIL
0,01 x 4" x 0.062" PLATE
e ®I®®® 2'x2"x0.044"BRACE
® T®®1�®,
CHAIR RAIL
1/4" x 1-1/4" EMBEDMENT
EXPANSION BOLT @ 24.O.C.
1 x 2 SOLE PLATE
SEE TABLE 1.8 FOR REQUIRED
QUANTITY OF
#10 x 3/4" S.M.S.
K-BRACING CONNECTION DETAILS
NOTES: SCALE: 2" = V-0"
1. Can trim plate this area.
2. Alternate connections use'H' bar cut to fit connections. .
K-BRACING
General Notes and Specifications:
1) The following shall apply to the installation of K-BRACINGas additional bracing to diagonal wind bracing for
pool enclosures:
a) FRONT WALL K-BRACING -ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
TOTAL WALL AREA = 100 % OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100 % (8' x 32') = 256 Sq. Ft
SIDE WALL AREA @ 50 % (8' x 20') = 80 Sq. Ft
TOTAL WALL AREA = 336 Sq. FL
800 SF > 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED.
b) SIDE WALL K-BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL
c) To calculate the required pair of k-bracing for free standing pool enclosures use 100% of each wall
area & 50% of the area of one adjacent wall.
NOTES:
1. K-bracing shall be used for all wind zones of 120 MPH EXPOSURE "C" and higher.
2. Side walls do not require k-bracing until the side wall area is greater than 233 SF.
3. Standard rounding off rules apply. le: If the number of k-bracing sets calculated Is less than 1.5
sets use one set of k-braces; if the number of k-braces calculated Is 1.5 sets or greater use 2 sets
of k-bracing.
EAVE RAIL
(4) #10 x 1/4" S.M.S. OR TEK
FASTENER TYP. OF CLIP OR
FRAME CONNECTION
2" x 2" x 0.044" BRACE (TYP.)
TELSCOPING BRACE SYSTEM
ALTERNATE K-BRACING CONNECTION DETAILS
SCALE: 2" = V-0"
NOTE:
Alternate connections use W bar cut to fit connections.
PURLINS ANCHORED W/
CLIPS OR 910 SCREWS
THROUGH PURLINS INTO
SCREW BOSSES
EAVE RAILS SHALL BE
STITCHED W/ #10 x 1-1/2" SMS
@ 6" FROM EACH END AND 24"
OC MAX
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
CONCRETE W/ 1/4" x 2-1/4"
CONCRETE/MASONRY
ANCHORS @ PRIMARY &
SECONDARY ANGLES OR @ 6-
FROM EACH POST AND 24"
O.C. MAX. AND WALLS MIN. 1"
FROM EDGE OF CONCRETE
OR CHAIR
BEAM 0&f
(4)
PURLIN, GIRT, OR CHAIR RAIL
\BLE
GIRTS ANCHORED W/ CLIPS
OR THROUGH #10 SCREWS
INTO SCREW BOSSES
1"X2"OR1"x3'
4
PURLIN & CHAIR RAIL DETAIL
SCALE: 2" = V-0"
SNAP OR SELF MATING BEAM
ONLY
SCREW BOSSES
O
SNAP OR SELF MATING
BEAMS ONLY
OFOR WALLS LESS THAN 6'-8' FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND
INSTALLED IN PILOT HOLES
OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4' STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" =1'-0"
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1' x 2" EXTRUSION ANCHOR
TO CONCRETE W/
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND @ 24- O.C. MAX.
SELECT CONCRETE ANCHORS
FROM SECTION 9
POST SIZE 2" x _.
SEE 1.3 SERIES TABLES
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 - 10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SIDE WALL
POST TO PLATE TO CONCRETE DETAIL
SCALE: 2" =1'-W
2" x 2" x 0.063" ANGLE EACH
SIDE ATTACH TO POST AND
CONCRETE @ LOAD BEARING
WALL W/ (2) MIN. S.M.S. (PER POST SIZE 2" x _.
SECTION 9) EACH SIDE FrTc SEE 1.3 SERIES TABLES
MIN. 3-1/2" SLAB 2500 P.S.I.
1" x 2" EXTRUSION ANCHOR TO
CONCRETE 6 x 6 -10 x 10
p CONCRETE W/ CONCRETE
WELDED WIRE MESH OR
ANCHORS 6" MAX_ EACH SIDE
FIBER MESH CONCRETE
p OF EACH POST AND @ 24" O.C.
MAX. OR THRU PRIMARY
ANGLES AS SHOWN ABOVE
ANGLE AND @ 24" O.C. MAX
MAY BE USED TO CONNECT
SELECT CONCRETE ANCHORS
CHAIR RAILS AND PURLINS
FROM TABLE 9.1
SIDE WALL
ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL
SCALE: 2" = V-0"
FOR WOOD DECKS (MIN.
2" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS
1' x 2" EXTRUSION ANCHOR
TO CONCRETE W/ CONCRETE
ANCHORS OR THRU PRIMARY
POST SIZE 2'
ANGLE 6" MAX EACH SIDE OF
SEE 1.3 SERIES TABLES
EACH POST AND @
24" O.C. MAX.
SELECT CONCRETE ANCHORS
- FROM SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR p A
FIBER MESH CONCR p
WALL
//% SCALE: 2" = iW" /
1" x 2" EXTRUSION AA I'
TO CONC. W/ CONC. ANCH_ 6"
MAX. EA. SIDE OF EA. POST
AND @ 24" O.C. MAX SELECT
CONCRETE ANCHORS FROM
SECTION 9
MIN_ 3-1/2" SLAB 2500 P.S.I.
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH CONC.
1/8' x 2" x 1-3W INTERIOR
U-CLIP OF EITHER 6005 T-5
ALLOY OR BREAK FORMED
5052 H-32 OR 34 ALLOY
2-3/8" BRICK PAVERS
THIN SET BETWEEN
CONCRETE AND PAVERS
ALL CONCRETE ANCHOR BOLTS
TO BE RAWL EXPANSION BOLTS
OR EQUIVALENT
CONCRETE ANCHOR
(SEE SCHEDULE THIS PAGE)
2500 P.S.I. CONCRETE
NOTE: DETAIL ILLUSTRATES
TYPICAL 2' x 4' S.M.B.
COLUMN CONNECTION
PRIMARY 2" x TANGLE
(SEE SECTION 9)
CONCRETE ANCHOR THRU
PRIMARY ANGLE
1" x 2" BASE PLATE (TYP.)
SCREEN
'd' VARIES
PRIMARY 2" x 2" x 0.063" ANGLE
SCREE] I
(4" SHOWN)
EACH SIDE
1_ x 2" O.B. BASE PLATE f17/J
#10 x 3/4" S.M.S. EACH SIDE
® ®
(SEE SCHEDULE THIS PAGE)
SECOND I
® ®
1" x 2" O.B. BASE PLATE (TYP.)
2" x (D - 2 ") x 0.063" ANT
EACH SIDE OF COLUMN W/ 41
5d• MINIMUM EDGE DISTANCE
S.,
FROM ANCHOR TO OUTSIDE
(SEE SCHEDULE THIS PA
\`v
EDGE OF SLAB
CONCRETE A IC
BOLT 0 •5d DISTANCE
(SEE SCHEDULETHIS PAG
114' 1-1/4'
1 318- 1 _7/8'
d
NOTE: DETAIL ILLUSTRATE
-� -
GRADE
TYPICAL 2" x 4" S.M.B. COLUM
1-1/4" (MIN.) CONCRETE
CONNECTION
ANCHOR EMBEDMENT
2- (MIN.)
(MIN.)5d
SIDE VIEW
SCREEN
TYPICAL SELF MATING OR
SNAP SECTION
CONCRETE ANCHOR THRU
ANGLE OR WITHIN 6" OF
(2) #10 x 3/4" S.M.S. EACH SIDE
UPRIGHT IF INTERNAL
SCREWS INTO SCREW
CONCRETE ANCHORS
BOSSES
@ 24" O.C.
ALL CONCRETE ANCHOR
BOLTS TO BE RAWL
EXPANSION BOLTS OR
EQUIVALENT
4.
2-3/8" BRICK PAVERS
MAX SPACING 24' O.C.
THIN SET BETWEEN
6" (MAX)
FOR BOTH SIDES
CONCRETE LAYERS
1-1/4" (MIN.) CONCRETE
2500 P.S.I. CONCRETE
FRONT VIEW ANCHOR EMBEDMENT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS
SCALE: 2" = V-0"
NOTE: FOR SIDE WALLS OF 2' x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
1/8" X 2" X 1-3/4" X 2" INTERIOR
SCREEN
U-CLIP OF EITHER EXTRUDED
6005 T-5ALLOY OR BREAK
'd' VARIES
ALL CONCRETE ANCHOR BOLTS TO BE
FORMED 6063 T-6 OR 5052 H-32
(4' SHOWN)
RAWL EXPANSION BOLTS OR EQUIVALENT
OR 34 ALLOY
#10 x 3/4" S.M.S. EACH SIDE
2-3/8" BRICK PAVERS
L
I�
�- (SEE SCHEDULE THIS PAGE)
THIN SET BETWEEN
CONCRETE AND PAVERS
5d• MINIMUM EDGE DISTANCE
FROM ANCHOR TO OUTSIDE
EDGE OF SLAB
BOLT 0
•5d DISTANCE
CONCRETE ANCHOR
1/a
1-1/4
(SEE SCHEDULE THIS PAGE)
2500 P.S.I. CONCRETE
GRADE
NOTE: DETAIL ILLUSTRATES
1-1/4" (MIN.) CONCRETE
TYPICAL 2' x 4' S.M.B.
ANCHOR EMBEDMENT
2' x 2", 2' x 3' OR 2" x 4'
COLUMN CONNECTION 2^
(MIN.) 5d
HOLLOW SECTION
SIDE VIEW
(SEE TABLES)
MIN. (3) #10 x 1-1/2" S.M.S. INTO
1/8' X 2" X 1-3/4" X 2" INTERIOR
TYPICAL SELF MATING OR
SCREW BOSSES
U-CLIP OF EITHER EXTRUDED
SNAP SECTION
6005 T-5 ALLOY OR BREAK
FORMED 6063 T-6 OR 5052 H-32
#10 x 3/4" S.M.S. EACH SIDE
OR 34 ALLOY
(SEE SCHEDULE THIS PAGE)
MASONRY ANCHOR @ 6" EA.
1" x 2" BASE PLATE (TYP.)
5d' MINIMUM EDGE
SIDE OF POST AND @ 24" O.C.
MAX SELECT CONCRETE
ALL CONCRETE ANCHOR
41
DISTANCE
ANCHORS FROM TABLE 9.1
BOLTS TO BE RAWL
FROM ANCHOR TO
EXPANSION BOLTS OR
OUTSIDE EDGE OF SLAB
EQUIVALENT
11
11/4'
BOLT 0
•5tl DISTANCE
1-1/4'
SIDE WALL HOLLOW POST TO BASE DETAIL
CONCRETEANCHORS
']A'O.C.
5/16-
1-5/8' MAX.
@
SCALE 2" =1'-0"
PREDRILL PILOT HOLE a
POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS
°
MIN.
General Notes and Specifications:
2-3/8" BRICK PAVERS
6" (MAX)
MAX SPACING 24C_
" O.
1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam
1/2" (MAX.) TYPE S MORTER
FOR BOTH SIDES
spacing x the screen load of 7# / Sq. Ft
BETWEEN CONCRETE LAYERS
1-114' (MIN.) CONCRETE
EXAMPLE:
2500 P.S.I. CONCRETE FRONT VIEW
ANCHOR EMBEDMENT
FOR A 2' x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING
OFT USE: 1/2 x 17'-11' x 7' x 10# / Sq. Ft. = 627.2# UPLIFT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS
2. Table 1.6 of this manual uses the worst case loads for all cases.
SCALE: 2" = T-0"
3. In all cases there must be a primary anchor within 6" of each side of the upright
NOTE:
1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shown
above (min.1-0/8" embedment).
2. PREDRILL PAVERS W/ MIN.1/4' MASONRY BIT.
f - -cvnart=.S
4-SHOWN
_10le
# 2" x 2" x 0 63- PRIMARY ANGLE
EACH SIDE
#10 x 3/4" S.M.S. EACH SIDE
(SEE SCHEDULE)
5d• MINIMUM EDGE DISTANCE
FROM ANCHOR TO OUTSIDE
EDGE OF SLAB '
;1rd- 1-n6- t-trz- r
2RP 1,1�1_f/
2500 P.S.I. CONCRETE OR
"
ALTERNATE 2"x-WOOD
(MIN.) (MIN.)
DECK
�-
SIDE VIEW
TYPICAL S.M. OR SNAP
SECTION COLUMN
#10 x 3/4" S.M.S. EACH SIDE
(SEE SCHEDULE THIS PAGE)
PRIMARY 2" x 2" x 0.063" ANGLE
1" x 2" BASE PLATE (TYP.)
NOTE: SELECT CONCRETE 1-1/4" MIN. CONCRETE
ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT
6" (MAX.) 6" (MAX.)
2500 P.S.I. CONCRETE MAX SPACING 24" O.C.
FOR BOTH SIDES
FRONT VIEW
2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS
NOTE: SCALE: 2" = V-0"
1. FOR SIDE WALLS OF 2" x 4' OR SMALLER ONLY ONE ANGLE IS REQUIRED.
2_ PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. DETAIL ILLUSTRATES TYPICAL
2" x 4" S.M.B. THRU 2" x 9" SUB
CONNECTIONS
CONCRETE DECK EDGE
2" x 2" PRIMARY ANGLE
SCREEN
"ABSOLUTE MINIMUM EDGE
v
OF CONCRETE TO C.O.
VARIES
1"
FASTENER = 5d
5d (MIN.)-
6EBr�
la
2-1/2' (MIN.)
SECONDARY 2" x 2" x 0.063"
5d
ANGLE (SEE SECONDARY
® r
ANGLE ANCHOR SCHEDULE
1" x 2"O.B. BASE PLATE (TYP.)
AND TABLE 9.1)
#10 x 3/4' S.M.S_ (TYP.)
C
CONCRETE ANCHORS INTO
® 16
PRIMARY AND SECONDARY
2' x S.M.B. COLUMN
B
ANGLES
MIN. EDGE DISTANCE B:O.C. ANCHOR SPACING S.M.S. STITCHING SCREWS
ANCHOR ALUM. WOOD CONC. @ 24" O.C. FOR S.M.B. '
2-12d 4a 5d (SEE TABLE 1.6 FOR SIZE)
4 5 8' 1 1- 4
3/8'' z5/3r 1-11a" 1 -7/8' TOP VIEW POST TO DECK DETAIL
318' 15716' 1-12' 1-718'
SCALE: 2" = l'-0"
Primary and Secondary Anchor Schedule
Column
Secondary Angle
Maximum Number and Spacing Anchors '
Size
Angle
Numberof Anchors
114'
1 5116"
318'
Length"L"
114"
511V
318"
#
"A"
"B"
'C'
#
"A"
"B'12-7/9*
#
"A"
'B'
2 x 4
2'
4
4
4
4
1'
1'
1"
4
1'
1'
4
V
1-
, �,1'
2 x 5
3'
4
4
4
4
1"
1-12"
-
4
1'
1-112'4
1'
1-1/2"
2x6
4•
4
4
4
4
1'
2'
-
4
1'
2'4
1•
'2
-
2 x 7
5'
6
4
4
6
1'
518'
t-71W
4
1•
2-12'4
1"
2-12'
-
2x8
6"
6
4
4
6
1"
5/8'
2-3/8'
4
1•
3'4
1•
3•;
-
2 x 9
7'
6
6
4
6
1"
5/8'
2-718"
6
T
13116'
4
1'
3-1Z
-
2 x 10
8'
8
6
6
8
t'
518'
2•
6
1'
13/16'
.
6
Example:
Calculate the number of anchors required: 1.5 x beam span / 2 x beam spacing x roof wind pressure (PSF) = total #:
If 1.5x3072 x6'x 10 PSF-=1350# and 114' x 114'Tepoon in tension @ 5d = 427# / ea. (see table 9.1)
then 13509 / 427# / ea. = 3.16 ea. use (3) ea., Secondary angle not required
Actual Edge Distance Example:
Fmm edge of concrete to fastener = 2' / dla. of 025'P
91
Note:For attachment to wood deck substitute wood fastentIstenerlate a ui bar
from Table 9.2
0
z
W
W
0
O
LL
W
m
0
(9
z
E
W
z
z'
W•
Ot
tL
ME
J Z
O
Q W
i-
:2 ❑ W
z C0 0U o
CO of_j (D N
W ❑ Q Z r
W JO ❑ Z
ce Z m W
=) W Z :2UZ O 0W-1
W
W
0
� of W J ❑
U) U to LL fn
U) ti o
C5 t7
Z 04 (V
J
Q
0 co r`
LJL W M CO
W LL
? # E
a
W O rn m coi
W m 0
n
N 0
o
c �aq
tll Minna
m 1 m 2-
r7 m L
W ,a ;
2
� m
c
0
L
n
d
m F
SHEET'
1/8" x 2" x 1-3/4" x 2" INTERIOR
U-CLIP OF EITHER EXTRUDED
6005 T-5 ALLOY OR BREAK
FORMED 6063 T-6 RO 5052 H-32
OR 34 ALLOY
CONCRETE DECK EDGE
------
VARIES
5d (MIN.)-
5d TYP.
1' x 2' O.B. BASE PLATE (TYP.)
DETAIL ILLUSTRATES TYPICAL
2" x 4' S.M.B. THRU 2" x 9' SUB
CONNECTIONS
SCREEN
Edge Distance
BOLT 0 Metal 2-12d Concrete 5d
1/4" 518' 1-1/4'
5/16" 13/16• 1-9/16'
3/8• - 15/16' 1 1-7/8'
WALL SCREWS
#10 x 3/4" S.M.S. (TYP.)
(SEE PRIMARY AND
SECONDARYANCHOR
SCHEDULE PREVIOUS PAGE)
S.M.S. STITCHING SCREWS
2 " x S.M.B. COLUMN @ 24' O.C. FOR S.M.B.
(SEE TABLE 1.6 FOR SIZE)
TOP VIEW POST THRU PAVER DETAIL
SCALE: 2" = T-0"
EXAMPLE OF NUMBER OF SRCREWS REQUIRED:
ANCHOR LOAD = BEAM / UPRIGHT SPACING x BEAM SPAN / 2 x 10 PSF" = P
1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD
P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS
2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR & THROUGH BOLTS ARE IN DOUBLE SHEAR
P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS
SEE PAGE 3 FOR ROOF WIND LOAD
ALUMINUM FRAME SCREEN _
WALL
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB W/
1/4" x 2-1/4" MASONRY. -
ANCHOR W/ IN 6' OF POST
AND @ 24' O.C. MAXIMUM
(1) #5 0 BAR CONTINUOUS -
CONCRETE ANCHORS SHALL
EMBED INTO CONC. THROUGH "H'
CAP BLOCK OR BRICK 1-1/2"
MIN.
CONCRETE CAP BLOCK OR
BRICK (OPTIONAL)
8" x 8" x 16" BLOCK WALL
•i (MAX 32')
(1) #4 BAR @ CORNERS AND
° "x" O.C. FILL CELLS AND
I _ KNOCKOUT BLOCK TOP
COURSE W/ 2500 PSI PEA
ROCK CONCRETE
I DECK OR GROUND LEVEL
GRADE 'e.'' j"--
8"MIN. a �:
Knee Wall Table
h
W
#3
N
#4
x
32•
12'$3210'-0"
12"8'-0'
18•6'-0'
56"
18•4'-0'
64"
24"Z-8-
72"
30'11-8"
OPTIONAL BRICK _
PAVERS
8'
OR 12• OR 12
I - 6•
OR 12"
ALUMINUM STRUCTURE
(16' MAX. HEIGHT SIDE WALL
ONLY)
FOOTING 2500 PSI CONCRETE
W/ (1) #50 OR (2) #30 CONT.
BARS MIN. 2-1/2" OFF GROUND
RIBBON FOOTING -TYPE 1
SCALE: 1/2" = V-0"
ALUMINUM STRUCTURE
(ALL FRONT WALLS)
FOOTING 2500 PSI CONCRETE
W/ (n1) #30 OR (n2) #50 BARS
CONTINUOUS BARS MIN. 2-1/2" OFF
GROUND
RIBBON FOOTING -TYPE 2
Allowable Beam Span for Wind Zone & Exposure Cateaory
SCALE: 1/2" = V-0"
Ribbon Footing Data
100-125 MPH
126-134 MPH
135-144 MPH
146-150 MPH
AreasM0.52
Number of Bars
Depth
x
n1"
n2"
B
C
B
C
B
C
B
C
Footing#30
950
8"
8'
2
1
15.4'
12.8'
15.4'
11.0'
12.8'
9.5'
11.0'
8.5'
64
2
1
12"
8"
2
1
23.0'
192'
23.0
16.5'
19.2'
14.4'
16.9
12.8'
72
2
1
8"
12"
2
1
23.0'
192'
23.0'
16.5'
192'
14.4'
16.5'
12.8'
72
2
1
12"
12"
3
2
24.0'
20.0'
24.9
17.1'
17.1'
15.0'
17.1'
13.3'
144
3
2
12"
16"
3
2
36.0'
26.6'
31.9'
21.9'
25.6'
T9_.
21.9'
17.1'
192
4
2
12"
18"
3
2
37.9'
30.0'
36.0'
25.T
30-Cr
22.F
25.7'
20.0'
216
4
2
12"
24"
4
3
48.0'
40.0'
48.0'
34.3'
40.5'
30.0'
34.3'
26.7'
288
2
12"
30"
4
3
57.6'
48.0'
57.6'
41.1'
48.0'
36.0'
41.1'
32.0'
360
0.65
3
12'
36"
5
4
69.1'
57.6'
69.1.
49.4.
S7.6.
4327
49.4'
38.4'
432
0.78
-
3
Nominal
4" Slab
100-125
MPH
126-134
MPH
135-144
MPH
145-150
MPH
Depth
B
C
B
I C
B
I C
I B
I C
3-1/2"
1 50.4'
1 42.0'
1 50.4'
1 36.0'
I 42.0'
1 31.5'
1 36.0'
I 211H
"n2 = number of #50 bars @ 0.31 sq. In grade 60 steel
UPRIGHT SIZE VARIES
( 2"x 6" SHOWN) - o SEE POST TO DECK DETAILS
SLOPE OF GRADE MUST ON PREVIOUS PAGES
BE FLAT FOR AT LEAST
2' FROM OUTER
SURFACEOF FOOTING Hi - #30 BARS HORIZONTALLY
CONTINUOUS @ 12" O.C. MAX
GRADE MAX. GRADE 1 6
DIFFERENCE t 8'
l 930 BARS VERTICALLY CAGE
° I STEEL @ 12" O.C. MAX.
<�
RIBBON FOOTING OR
Hz'
I ° I
MONOLITHIC IF MONOLITHIC
- H1 = H2 = 24" MAX
2" MIN. TO 2-1/2" MAX.
SLAB IS USED (SEE NOTES OF
{.a •J
COVER (TYP. ALL AROUND)
DETAILS THIS PAGE)
-e"-
#5 0 BARS MIN. 2-1/2' OFF
GROUND
12" MIN. TO 18' MAX.
RETAINING WALL FOOTING - DETAIL 1
SCALE: 1/2" =1'-0"
SEE POST TO DECK
#30 BARS HORIZONTALLY
DETAILS ON
PREVIOUS PAGES
CONTINUOUS @ 12" O.C. MAX
UPRIGHT SIZE VARIES
BEND (1) #30 BAR INTO 32" OF
(2* x 6" SHOWN)
SLAB @ 24" O.C.
-tee
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
SCALE: 1/2" = V-0" 24" MAX �{ #30 BARS VERTICALLY CAGE
` I I STEEL @ 12" O.C. MAX
•., n
GRADE 2"'MIN. TO 2-1/2" MAX
< r ' COVER (TYP. ALL AROUND)
8"MI �w. .�I•
1/4" x 6" RAWL TAPPER
d
THROUGH 1"x 2" AND
ALUMINUM FRAME SCREEN
° m
ROWLOCK INTO FIRST
o
WALL
W
COURSE OF BRICKS
o
�- CAP BRICK
BRICK KNEEWALL TYPES'
Z)
o LL
am
ALTERNATE CONNECTION OF
o- MORTAR REQUIRED FOR
7
SCREENED ENCLOSURE FOR
BRICK OR OTHER NON-
LOAD BEARING BRICK WALL
z
j
g
36" MAX
vi
STRUCTURAL KNEE WALL
4" (NOMINAL) PATIO
¢
?
1' WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
(�
11 Z
FOOTING W/ (2) #10 x 3/4"
m
m
S.M.S. STRAP TO POST AND
LL m
(1)1/4" x 1-3/4" CONCRETE
�<
- •4 ' (3) #30 BARS OR (1)
ANCHOR TO SLAB OR
#50 BAR W/ 2-1/2" COVER
t
p o
FOOTING
•
(TYP-)
�"
Ld
BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1,/e2 t•0'� I 3
(2) #3 BAR CONT. OR
1" PER FT. MAX. FOR (1) #5 BAR CONT.
2'-0" MIN. K 3.
I ALL L S S) a
12"
BEFORE SLOPE
8" A.
(3) #3 BAR CONT. OR
III
• \ ,k e" /
TYPE I f\� TYPE II �`/ TYPE 111
FLAT SLOPE / NO FOOTING ODE TE BACK SLOPE FOOTI T P SLOPE FOOTING
0-2"/ 12" \2" / 12"- 1'4' > V-4"
Notes for all foundation types: \ __
1- The foundations shown are based on inimum soil bean g pre f 1,500 PSF. Bearing capacity of
soil shall be verified prior to placing slab by soil test (soil eter) or a soil testing lab.
2. The slab / foundation shall be cleared of deb acted prior to placement of concrete.
3. No footing is required except when addressing ern the slab width in the direction of the primary
beams exceeds the span per table on to the left, then a type II slab Is required under the load bearing wall only
unless the side wall exceeds maximum height of tables in which case a type 11 footing is required.
4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh; Fibennesh® Mesh, InForce- e3- (Formerly Fibennesh MD) per manufacturers
specification may be used in lieu of wire mesh. All slabs / footings shall be allowed to cure for 7 days before
installing anchors.
5. If local codes require a minimum fooling use Type 11 footing or footing section required by local code. Local
codes govern.
SLAB -FOOTING DETAILS
SCALE: 1/2" = V-0-
NEW SLAB 12' 47" /,-
EXISTING SLAB
#30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR
EXISTING SLAB AND A MIN.4
CONTINUOUS 8'
INTO NEW SLAB 6" FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = V-0"
0
z
W
W
o_
of
O
0
w
m
0
z
w
W
z
z
W
w
W
0
J
Z
W
O
°
Z
P:W
z
❑
❑ W
w
Z W
O 0,
to
Ur
f�
O o
N
ui
-110
W Z) Q
❑ fn l.-
Z r
p CO
z
W
W
O1 0
-'
g
W
r
z
O
�U
W Z
m2
z
U Z 0
0 J
� W U
�-
V)
I- Er W
U) O fn
_j ❑
LL. fn
W
z
� U)
� �
CD CD
W
Z
N CD
N CV
D
Q
�
�
SHEET
12"MIN. TO 18" MAX
v0
J
RETAINING WALL TO FOOTING - DETAIL 2 w 5
SCALE: 112" = V-0" W - I
It 7I Ifg!2% 1)UJ`
OF
01
21
(09
GENERAL NOTES AND SPECIFICATIONS:
The following extrusions are considered to be "Industry Standard" shapes.
The properties are based on die drawings furnished by Florida Extruders International, Inc..
* 3.00" *
A = IA38 in?
AT=0.2 8pin? I I
9.00" WT = 0.278
WT=1.648p.l.f.
p.l.f. -
o
o Ix = 0.136 in.' 0.125 �-
0.044 o r�i
Ix =1.984 In.'
Sx =1.323 in.
Sx = 0.137 in?
6063 - T6
6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION 3" x 3" x 0.125" PATIO SECTION
1.00'
A = 0.287 in?
A =1.938 in?
"'k
WT= 0.329 p.l.f.
-74.00.11
�
WT = 2.221 p.l.f.
0- o
Ix = 0.368 in'
Sx=0.247in.
0.12 '
+
{
o
Ix = 4-854 in.'
Sx = 2.427 in?
�k
6063 - T6
6063 - T6
1" x 3" x 0.044" OPEN BACK SECTION
A = OA24 in?
WT = OA86 p.l.f.
0.C)71rIx
= 0.232 in!
������
Sx = 0.234 In'
6063 - T6
2" x 2" x 0.044" PATIO SECTION
A = OA96 in?
-�-2.0�0;�
WT = 0.568 p.l.f.
Ix = 0.276 in.'
0.055"+ , O
� �
Sx = 0.279 in.'
6063 - T6
2" x 2" x 0.055" PATIO SECTION
3.00"
A = OA51 in?
WT = 0.620 p.l.f.
0.045" + o
Ix = 0.336 in.
'
Sx = 0.3361n?
6063 - T6
3" x 2" x 0.045" PATIO SECTION
A = 0.451 in?
2.00"�
y,R = 0.620 p.l.f.
Ix = 0.640 in°
0.045"
ff+q��
Sx = 0.427 in.'
6063 - T6
2" x 3" x 0.045" PATIO SECTION
2.00
A = 0.685 in?
WT = 0.785 p.l.f.
Ix =1.393 in.
0.050 + o
Sx = 0.697 in?
6063 - T6
2" x 4" x 0.050" PATIO SECTION
2.00
A = 0.954 in?
WT= 1.093 p.l.f.
Ix = 2.987 In.'
0.062" + o
Sx =1.195 In?
6063-T6
2" x 5" x 0.062" PATIO SECTION
A =1.081 in?
3.00 WT=1.239 p.l.f.
0.093" E o Ix =1.523 in.
Sx=1-015In?
6063 - T6
x 3" x 0.093" PATIO SECTION
4" x 4" x 0.125" PATIO SECTION
-2.0or
A = 0.482 in?
II
WT = 0.552 p.l.f.
0.050" + o
Ix = 0.609 in.'
Sx = 0.406 in?
6063 - T6
2" x 3" x 0.050" TILT SECTION
-2.00",-
A = 0.582 in?
WT = 0.667 p.l.f.
Ix =1.228 in.'
oo
0.050" +
Sx = 0.614 in?
6063 - T6
2" x 4" x 0.050" TILT SECTION
-2.00r
A = 0.613 in?
WT = 0.702 p.l.f.
+ oo
Ix = 0.773 in-
0.045" "
Sx = 0.515 In.-
6063 - T6
2" x 3" x 0.045" SPECIAL SECTION
A = 0.562 in?
�j3.00 WT =1.122 p.l.f.
0.093"+ ] I o Ix = 0.762 in'
L SF Sx = 0.920 in.'
6063 - T6
3" x 3" x 0.045" FLUTED SECTION
-12.00r A = 0.772 in?
WT = 0.885p.1.f.
0.046"o 0
o Ix = 1.940 in.'
v Sx = 0.959 in'
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 4" x 0.046" x 0.100"
SELF MATING BEAM
A = 0.964 In.'
WT =1-105 p.l.f. 9.L�0.05"Ix = 3.691 fn. Sx =1.468 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 5" x 0.050" x 0.120"
SELF MATING BEAM
-J2.00r
A =1.095 in?
WT =1.255 p.l.f.
0.050" + o Ix = 5.919 in
o fO Sx =1.965 in?
6063 - T6
2" x 6" x 0.050" x 0.120"
SELF MATING BEAM
A =1.259 in?
WT =1.443 p.l.f.
0.06" + o Ix = 8.746 in.
n
Sx = 2.490 in?
cli
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM
2.00
A = 2.250 in?
WT = 2.578 p.l.f.
0.06" o Ix=15.427 in.
N Sx = 4.408 in'
c 6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM W/ INSERT
2.00
N A=1.8531
o WT = 2.12
0.07" + o Ix=16.638
of Sx = 4.157
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 8" x 0.072" x 0.224"
SELF MATING BEAM
2.00'�
N A=1.9901
o WT=2.26
Ix = 21.981
0.072" + oo Sx = 4.885
LErn 6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 9" x 0.072" x 0.224"
SELF MATING BEAM
2.00 A = 3.032 in?
WT = 3.474 p.l.f.
m Ix = 42.583 in.
o Sx = 8.504 in?
c 6063 - T6
0.092" o
o STITCH W/(1)
#8 S.M.S. @ 24"
O.C. TOP AND
BOTTOM
2" x 10" x 0.692" x 0.369"
SELF MATING BEAM
A = 0.666 In?
(1) #8 x 1-112"-2.00'.- WT = 0.763 p.l.f.
S.M.S. @ 6" c UPRIGHT:
FROM ENDS, TOP ).044" + 4 Ix = 0.694 in! Sx = 0.466 in?
OR BOTTOM AND ) 044'` BEAM:
@ 16' O.C. o Iy = 0A06 in! Sy = 0.410 in?
12- 00" o
6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION WITH
2" x 2" x 0.044" PATIO SECTION
(1) #8 x 2-1/2"
S.M.S. @ 6"
FROM ENDS, TOP A = 0.84710
OR BOTTOM AND -12.00'' f- WT = 0.971 p.l.f.
@ 16" O.C. OR UPRIGHT:
PILOT HOLE W/ 0-044' + Ix =1.295 in! Sx = 0.654 in?
CAP AND (1) #8 x
1/2" S.M.S. BEAM:
INTERNAL 6" ly = 0.540 in! Sy = 0.545 in'
FROM ENDS, TOP 6063 - T6
OR BOTTOM
AND @ 16" O.C.
2" x 2" x 0.044" PATIO SECTION WITH
2" x 2" x 0.044" PATIO SECTION
3
'2'
00" o A = 0.592 in?
n' WT = 0.678 p.l.f.
.l.f. )•044 UPRIGHT:
Inn).044" t o be = 0.457 in.' Sx = 0.355 in?
in.' ly = 0.369 in.' By = 0.369 in
6063 - T6
1" x 2" x 0.044" SNAP CAP SECTION WITH
2" x 2" x 0.044" PATIO SECTION
0
n?
p.I.f.
in.
In?
,f2.00
io
m A = 2.355 in?
o WT = 2.698 p.l.f.
0.082" o Ix = 26.481 ink
of
Sx = 5.885 in.'
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2'" x 9" x 0.082" x 0.306"
SELF MATING BEAM
(2) #8 x 2-1/2'S.M.S. @ 6' f 3.00"
FROM ENDS, TOP OR BOTTOM AND I I A = 1.367 in?
@ 16" O.C. OR PILOT HOLE W/ CAP 0.09 ' WT = 1.566 p.l.f.
AND (1) #8 x 12" S.M.S. INTERNAL 6' - -
FROM ENDS, TOP OR BOTTOM o + o Ix = 2.655 in.'
AND @ 16.O.C. I��I Sx =1.328 in?
LOAD APPLIED NORMAL TO THE -'k 6063-T6
4' DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
(2) #8 x 2-1/2- S.M.S. @ 6"
FROM ENDS, TOP OR BOTTOM AND .00" o A = 1.367 in?
@ 16" O.C. OR PILOT HOLE W/ CAP
AND (1) #8 x 12" S.M.S. INTERNAL 6" WT = 1.566 o p.l.f.
FROM ENDS, TOP OR BOTTOM + o be = 1.892 in.'
AND @ 16- D.C. " Sx = 1.261 in?
LOAD APPLIED NORMAL TO THE I
3" DIRECTION 4.00" -'i!` 6063-T6
1"' x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
(2) #8 x 2-1/2" S.M.S. @ 6'
FROM ENDS, TOP OR BOTTOM AND
.00^ o
@ 16" O.C. OR PILOT HOLE W1 CAP A = 1.654 In?
ANDx S.M.S.INTERNAL 6' WT=1.895p.l.f.
FROM ENDNDS, TOP OR BOTTOM AND @ 16' O.C. -(- o IX = 2.260 In.'
- Sx =1.507 in?
LOAD APPLIED NORMAL TO THE 5.00" -4 6063 - T6
3" DIRECTION
(2) 1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
4. 0" A = 3.706 in?
WT = 4.246 p.l.f.
N Ix = 33.276 In.'
o Sx=8.314in?
0.07 " + 0 6063-T6
rD STITCH W/ (1) 98
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
4. 0' A = 3.980 in?
WT = 4.560 p.l.f.
N Ix = 43.963 In'
o Sx = 9.770 in?
0.072" +
6063 -T6
o
o STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
iK 4.00'
I A=4.710in?
TrWT = 5.397 p.l.f.
Ix = 52-963 In.'
Sx=11.770 (n?
0.08 " + o0 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4. 0*
A = 6.063 ir1?
m WT = 6.947 p.l.f.
cq
o Ix = 85.165 in.'
Sx=17.007 in?
0
0.09A + + o0 6063 - T6
LUSTITCH W/ (1) #8
S.M.S. @ 24" O.C.TOP
AND BOTTOM
OF EACH BEAM
(2) 2" x 10" x 0.092" x 0.369"
SELF MATING BEAMS
4.00' A=4A291n?
WT = 5.075 p.l.f.
N Ix = 48.889 In
o Sx = 9.754 in'
0.072" + + 0 6063 - T6
o STITCH W/ (1)#8 S.M.S.
@ 24" O.C.TOP
AND BOTTOM OF
EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
Section Alloy
6063
Gutter
Edge 6063
EXTRUDED G
4.00" T
N A = 4.702 in?
o WT=5.388p.1.f.
Ix = 62.947 in.'
0.072-'-, + o Sx=11.425 in?
rn 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O-C.
+ o TOP AND BOTTOM
OF EACH BEAM
x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
4.000"
A = 6.249 in?
a, WT = 7.160 p.l.f.
10
m Ix=101.446 in!
o Sx=16.901 10
0 6063-T6
0.092. + + o
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
21 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
-42.00',t- ?
A = 0.569 in
WT = 0.652 p.l.f.
0.045" I Ix = 0.332 in.'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
-2.00:r A = 0.591 In?
WT = 0.677 p.l.f.
0.045" + o
o btF 0.812 in.'
ai Sx = 0.545 in?
EJ
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
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2" x 2" x 0.044" PATIO SECTION
3
'2'
00" o A = 0.592 in?
n' WT = 0.678 p.l.f.
.l.f. )•044 UPRIGHT:
Inn).044" t o be = 0.457 in.' Sx = 0.355 in?
in.' ly = 0.369 in.' By = 0.369 in
6063 - T6
1" x 2" x 0.044" SNAP CAP SECTION WITH
2" x 2" x 0.044" PATIO SECTION
0
n?
p.I.f.
in.
In?
,f2.00
io
m A = 2.355 in?
o WT = 2.698 p.l.f.
0.082" o Ix = 26.481 ink
of
Sx = 5.885 in.'
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2'" x 9" x 0.082" x 0.306"
SELF MATING BEAM
(2) #8 x 2-1/2'S.M.S. @ 6' f 3.00"
FROM ENDS, TOP OR BOTTOM AND I I A = 1.367 in?
@ 16" O.C. OR PILOT HOLE W/ CAP 0.09 ' WT = 1.566 p.l.f.
AND (1) #8 x 12" S.M.S. INTERNAL 6' - -
FROM ENDS, TOP OR BOTTOM o + o Ix = 2.655 in.'
AND @ 16.O.C. I��I Sx =1.328 in?
LOAD APPLIED NORMAL TO THE -'k 6063-T6
4' DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
(2) #8 x 2-1/2- S.M.S. @ 6"
FROM ENDS, TOP OR BOTTOM AND .00" o A = 1.367 in?
@ 16" O.C. OR PILOT HOLE W/ CAP
AND (1) #8 x 12" S.M.S. INTERNAL 6" WT = 1.566 o p.l.f.
FROM ENDS, TOP OR BOTTOM + o be = 1.892 in.'
AND @ 16- D.C. " Sx = 1.261 in?
LOAD APPLIED NORMAL TO THE I
3" DIRECTION 4.00" -'i!` 6063-T6
1"' x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
(2) #8 x 2-1/2" S.M.S. @ 6'
FROM ENDS, TOP OR BOTTOM AND
.00^ o
@ 16" O.C. OR PILOT HOLE W1 CAP A = 1.654 In?
ANDx S.M.S.INTERNAL 6' WT=1.895p.l.f.
FROM ENDNDS, TOP OR BOTTOM AND @ 16' O.C. -(- o IX = 2.260 In.'
- Sx =1.507 in?
LOAD APPLIED NORMAL TO THE 5.00" -4 6063 - T6
3" DIRECTION
(2) 1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
4. 0" A = 3.706 in?
WT = 4.246 p.l.f.
N Ix = 33.276 In.'
o Sx=8.314in?
0.07 " + 0 6063-T6
rD STITCH W/ (1) 98
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
4. 0' A = 3.980 in?
WT = 4.560 p.l.f.
N Ix = 43.963 In'
o Sx = 9.770 in?
0.072" +
6063 -T6
o
o STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
iK 4.00'
I A=4.710in?
TrWT = 5.397 p.l.f.
Ix = 52-963 In.'
Sx=11.770 (n?
0.08 " + o0 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4. 0*
A = 6.063 ir1?
m WT = 6.947 p.l.f.
cq
o Ix = 85.165 in.'
Sx=17.007 in?
0
0.09A + + o0 6063 - T6
LUSTITCH W/ (1) #8
S.M.S. @ 24" O.C.TOP
AND BOTTOM
OF EACH BEAM
(2) 2" x 10" x 0.092" x 0.369"
SELF MATING BEAMS
4.00' A=4A291n?
WT = 5.075 p.l.f.
N Ix = 48.889 In
o Sx = 9.754 in'
0.072" + + 0 6063 - T6
o STITCH W/ (1)#8 S.M.S.
@ 24" O.C.TOP
AND BOTTOM OF
EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
Section Alloy
6063
Gutter
Edge 6063
EXTRUDED G
4.00" T
N A = 4.702 in?
o WT=5.388p.1.f.
Ix = 62.947 in.'
0.072-'-, + o Sx=11.425 in?
rn 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O-C.
+ o TOP AND BOTTOM
OF EACH BEAM
x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
4.000"
A = 6.249 in?
a, WT = 7.160 p.l.f.
10
m Ix=101.446 in!
o Sx=16.901 10
0 6063-T6
0.092. + + o
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
21 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
-42.00',t- ?
A = 0.569 in
WT = 0.652 p.l.f.
0.045" I Ix = 0.332 in.'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
-2.00:r A = 0.591 In?
WT = 0.677 p.l.f.
0.045" + o
o btF 0.812 in.'
ai Sx = 0.545 in?
EJ
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
3A0 19 1.BS = 1 I
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m A = 2.355 in?
o WT = 2.698 p.l.f.
0.082" o Ix = 26.481 ink
of
Sx = 5.885 in.'
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2'" x 9" x 0.082" x 0.306"
SELF MATING BEAM
(2) #8 x 2-1/2'S.M.S. @ 6' f 3.00"
FROM ENDS, TOP OR BOTTOM AND I I A = 1.367 in?
@ 16" O.C. OR PILOT HOLE W/ CAP 0.09 ' WT = 1.566 p.l.f.
AND (1) #8 x 12" S.M.S. INTERNAL 6' - -
FROM ENDS, TOP OR BOTTOM o + o Ix = 2.655 in.'
AND @ 16.O.C. I��I Sx =1.328 in?
LOAD APPLIED NORMAL TO THE -'k 6063-T6
4' DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
(2) #8 x 2-1/2- S.M.S. @ 6"
FROM ENDS, TOP OR BOTTOM AND .00" o A = 1.367 in?
@ 16" O.C. OR PILOT HOLE W/ CAP
AND (1) #8 x 12" S.M.S. INTERNAL 6" WT = 1.566 o p.l.f.
FROM ENDS, TOP OR BOTTOM + o be = 1.892 in.'
AND @ 16- D.C. " Sx = 1.261 in?
LOAD APPLIED NORMAL TO THE I
3" DIRECTION 4.00" -'i!` 6063-T6
1"' x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
(2) #8 x 2-1/2" S.M.S. @ 6'
FROM ENDS, TOP OR BOTTOM AND
.00^ o
@ 16" O.C. OR PILOT HOLE W1 CAP A = 1.654 In?
ANDx S.M.S.INTERNAL 6' WT=1.895p.l.f.
FROM ENDNDS, TOP OR BOTTOM AND @ 16' O.C. -(- o IX = 2.260 In.'
- Sx =1.507 in?
LOAD APPLIED NORMAL TO THE 5.00" -4 6063 - T6
3" DIRECTION
(2) 1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
4. 0" A = 3.706 in?
WT = 4.246 p.l.f.
N Ix = 33.276 In.'
o Sx=8.314in?
0.07 " + 0 6063-T6
rD STITCH W/ (1) 98
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
4. 0' A = 3.980 in?
WT = 4.560 p.l.f.
N Ix = 43.963 In'
o Sx = 9.770 in?
0.072" +
6063 -T6
o
o STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
iK 4.00'
I A=4.710in?
TrWT = 5.397 p.l.f.
Ix = 52-963 In.'
Sx=11.770 (n?
0.08 " + o0 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4. 0*
A = 6.063 ir1?
m WT = 6.947 p.l.f.
cq
o Ix = 85.165 in.'
Sx=17.007 in?
0
0.09A + + o0 6063 - T6
LUSTITCH W/ (1) #8
S.M.S. @ 24" O.C.TOP
AND BOTTOM
OF EACH BEAM
(2) 2" x 10" x 0.092" x 0.369"
SELF MATING BEAMS
4.00' A=4A291n?
WT = 5.075 p.l.f.
N Ix = 48.889 In
o Sx = 9.754 in'
0.072" + + 0 6063 - T6
o STITCH W/ (1)#8 S.M.S.
@ 24" O.C.TOP
AND BOTTOM OF
EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
Section Alloy
6063
Gutter
Edge 6063
EXTRUDED G
4.00" T
N A = 4.702 in?
o WT=5.388p.1.f.
Ix = 62.947 in.'
0.072-'-, + o Sx=11.425 in?
rn 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O-C.
+ o TOP AND BOTTOM
OF EACH BEAM
x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
4.000"
A = 6.249 in?
a, WT = 7.160 p.l.f.
10
m Ix=101.446 in!
o Sx=16.901 10
0 6063-T6
0.092. + + o
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
21 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
-42.00',t- ?
A = 0.569 in
WT = 0.652 p.l.f.
0.045" I Ix = 0.332 in.'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
-2.00:r A = 0.591 In?
WT = 0.677 p.l.f.
0.045" + o
o btF 0.812 in.'
ai Sx = 0.545 in?
EJ
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
3A0 19 1.BS = 1 I
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4. 0" A = 3.706 in?
WT = 4.246 p.l.f.
N Ix = 33.276 In.'
o Sx=8.314in?
0.07 " + 0 6063-T6
rD STITCH W/ (1) 98
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
4. 0' A = 3.980 in?
WT = 4.560 p.l.f.
N Ix = 43.963 In'
o Sx = 9.770 in?
0.072" +
6063 -T6
o
o STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
iK 4.00'
I A=4.710in?
TrWT = 5.397 p.l.f.
Ix = 52-963 In.'
Sx=11.770 (n?
0.08 " + o0 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4. 0*
A = 6.063 ir1?
m WT = 6.947 p.l.f.
cq
o Ix = 85.165 in.'
Sx=17.007 in?
0
0.09A + + o0 6063 - T6
LUSTITCH W/ (1) #8
S.M.S. @ 24" O.C.TOP
AND BOTTOM
OF EACH BEAM
(2) 2" x 10" x 0.092" x 0.369"
SELF MATING BEAMS
4.00' A=4A291n?
WT = 5.075 p.l.f.
N Ix = 48.889 In
o Sx = 9.754 in'
0.072" + + 0 6063 - T6
o STITCH W/ (1)#8 S.M.S.
@ 24" O.C.TOP
AND BOTTOM OF
EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
Section Alloy
6063
Gutter
Edge 6063
EXTRUDED G
4.00" T
N A = 4.702 in?
o WT=5.388p.1.f.
Ix = 62.947 in.'
0.072-'-, + o Sx=11.425 in?
rn 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O-C.
+ o TOP AND BOTTOM
OF EACH BEAM
x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
4.000"
A = 6.249 in?
a, WT = 7.160 p.l.f.
10
m Ix=101.446 in!
o Sx=16.901 10
0 6063-T6
0.092. + + o
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
21 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
-42.00',t- ?
A = 0.569 in
WT = 0.652 p.l.f.
0.045" I Ix = 0.332 in.'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
-2.00:r A = 0.591 In?
WT = 0.677 p.l.f.
0.045" + o
o btF 0.812 in.'
ai Sx = 0.545 in?
EJ
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
3A0 19 1.BS = 1 I
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2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
4. 0' A = 3.980 in?
WT = 4.560 p.l.f.
N Ix = 43.963 In'
o Sx = 9.770 in?
0.072" +
6063 -T6
o
o STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
iK 4.00'
I A=4.710in?
TrWT = 5.397 p.l.f.
Ix = 52-963 In.'
Sx=11.770 (n?
0.08 " + o0 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
(2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4. 0*
A = 6.063 ir1?
m WT = 6.947 p.l.f.
cq
o Ix = 85.165 in.'
Sx=17.007 in?
0
0.09A + + o0 6063 - T6
LUSTITCH W/ (1) #8
S.M.S. @ 24" O.C.TOP
AND BOTTOM
OF EACH BEAM
(2) 2" x 10" x 0.092" x 0.369"
SELF MATING BEAMS
4.00' A=4A291n?
WT = 5.075 p.l.f.
N Ix = 48.889 In
o Sx = 9.754 in'
0.072" + + 0 6063 - T6
o STITCH W/ (1)#8 S.M.S.
@ 24" O.C.TOP
AND BOTTOM OF
EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
Section Alloy
6063
Gutter
Edge 6063
EXTRUDED G
4.00" T
N A = 4.702 in?
o WT=5.388p.1.f.
Ix = 62.947 in.'
0.072-'-, + o Sx=11.425 in?
rn 6063 - T6
STITCH W/ (1) #8
S.M.S. @ 24" O-C.
+ o TOP AND BOTTOM
OF EACH BEAM
x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
4.000"
A = 6.249 in?
a, WT = 7.160 p.l.f.
10
m Ix=101.446 in!
o Sx=16.901 10
0 6063-T6
0.092. + + o
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
21 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
-42.00',t- ?
A = 0.569 in
WT = 0.652 p.l.f.
0.045" I Ix = 0.332 in.'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
-2.00:r A = 0.591 In?
WT = 0.677 p.l.f.
0.045" + o
o btF 0.812 in.'
ai Sx = 0.545 in?
EJ
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
3A0 19 1.BS = 1 I
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5$
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SHEET
J
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U, 16
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1-2009 OF 21
S
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21 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
-42.00',t- ?
A = 0.569 in
WT = 0.652 p.l.f.
0.045" I Ix = 0.332 in.'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
-2.00:r A = 0.591 In?
WT = 0.677 p.l.f.
0.045" + o
o btF 0.812 in.'
ai Sx = 0.545 in?
EJ
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
3A0 19 1.BS = 1 I
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-2.00r A = 0.682 in?
WT = 0.781 p.l.f.
0.045" + 1 o Ix=1.6311n!
LIZSx = 0.816 in?
6063 - T6
2" x 4" x 0.045" SNAP EXTRUSION
T.00r
A =1.323 in.'
WT =1.516 p.l.f.
0.062" o Ix = 7.027 in!
m Sx = 2.342 in?
6063 - T6
" x 6" x 0.062" SNAP EXTRUSION
T.00r
A =1.437 In.-
WT =1.658 p.(':
Ix =1 n.151 in: `�
0.062" Sx = 2.900 In:
6063'.-T6
2" x 7" x 0.062" SNAP EXTRUSION
--LBYJ
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SHEET
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Table 1.1 130 r, Allowable Beam Spa
60 CI1, ndustnes, Inc.
Aluminum Alloy 6005 TS
r 130 M. lid one, Exposure "B" and Latitudes Below 30'30'-00" North (Jacksonville, FL)
KIinHo SF, a Point Load of 300 #fSF over (11 linear f . Is also considered
Tdbutary lnadiMdth W =Beam Soacinc
Hollow Sections
3'-0"
4'-0' -0 J 1 6'-0' 1 7'-0" 1 8'-0"
1 9'-0-
Allowable
S
an'L'
f Point
Load
P or Uniform
Load (Ul. bendin
b deflection
d
2" x 2" x 0.044"
5'-9'
Pd
5'-9'
Ptl
F-9'
Pd
5'-9'
Pd
5'-9'
Pd
5'-9'
Pd
S-9-
Pd
3" x T" x 0.045"
6'-11'
Pd
6'-11'
Pd
5-11'
Pd
6'-11'
Pd
6'-11'
Pd
6'-11'
Pd
6'-11'
PO
2" x 3" x 0.045"
9'-6'
Pd
9-6'
[Pd
9'-6'
Pd
9'-6'
Pd
9'-0'
Pd
9-6`Ptl
9'-0'
Ptl
2" x 3" x 0.060"
l l'-I'
Pd
l l'-1'
Pd
11'.1-
Pd
11'-1'
Pd
11A"
Pd
11'-1'
Pd
10'-11:
Ud
2" x 4" x 0.050"
14'-2"
it
14'-2'
Pd
14'-2'
Pd
14'-2'
Pd
14'-0'
Ud
13'-5-
Ud
12'-11
Ud
2" x 5" x 0.062"
20'-0'
Pd
20'4i'
Pd
20'-1'
Ud
16'-11'
Ud
17'-11'
11 Id
1T-2'
Ud
16'-0'
Ud
Self MatingSections
Tdbuta
Load Wldth'VY'=Beams
acin
3-0^
4'-0"
5' ^ -0 S-0"
7'-0"
9'-0"
Allowable
S
an'L'
/
p or Uniform
Load
U bending
b deflection
d
4' x 0.046^
16'-7'
Pd
76'-7'
d
116'-7-
6'4'
Ud
15'-7-
lud
14'-10'
Ud
14'4'
Ud
x 0.096"
22'-9'
Pit
27.9'
Ud
20'3'
Ud
19'-3'
Ud
18'-S
Ud
1T-0'
Ud
2" x 6" x 0.050" x 0.120"
2B'-10'
Pd
2T-2'
d
26-7
Ud
23'-9'
Ud
22'-6-
Ud
21'-1'
Ub
19'-6'
Ub
2" x 7" x 0.060" x 0.120"
34'-t'
Ud
30'-11'
Ud
28'-9'
Ud
2T-1'
Ud
25'-S'
Ub
23'B'
Ub
22'-7'
Ub
2" x 8" x 0.072' x 0224"
42'-1"
Ud
38'3"
Ud
35-6'
Utl
33'.5'
Ud
31'-9"
Ud
30'4-
Ud
29'-Z'
Ud
0.072' x 0224"
46'-0'
Ud
42'-1-
Ud
39'-1'
Ud
35-9-
Ud
34'-11-
Ud
33'-5-
Ud
3Z-7'
Ud
2" x 9" x 0.082• x 0.306"
49' 8
Ud
45'-1'
Ud
41'-10'
Utl
39'S'
Ud
37'S'
Ud
35-9'
Ud
34'-5'
Ud
2" x 10- x 0.092" x 0.374"
5T-4'
Ld
5Z-4'
Ud
48'-T
Ud
45-8'
Ud
43'-5'
Ud
41'-0'
Ud
39'-11'
Ud
Note:
1. Thicknesses shown are'nominar Industry standard tolerances. No wall thickness shall be less than 0.040'.
2 The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 1 S. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
5. Tables are based on a maximum wail height of IV Including a 4' max mansard or gable.
6. Spans may be interpolated. '
7. To convert spans to'C' and'D" exposure categories see exposure multipliers and example on Table 1 B Page 3.
Table 1.2130 A wable Purls ns
6005 TCI To ustries, Inc.
Aluminum Alloy 6005 TS
For 130 M.P.H. Wind Zones, Exposure ^B" and Latitudes Below 30°30'.00" North (Jacksonville, FL)
Unit. Load - 5 #ISF, a Point Load of 300 #ISF over (1) linear fL is also considered
A. Sections Fastened To Beams With Clips
Hollow Sections
Tdbu Load Width W - Puriln ac
3'-6"
4'.0 4'-6 1 5'-0" V-V* 6'-0"
1 V-V`
Allowable
S
an'U
/ Point Load
P or Uniform Lo bending
b deflection
&-9'
Pd
9-9
Pd
6'-11'
Pd
5-11'
Pd
5-11•
Pd
6'-11' tl '- 7-
-11'
Pd
5-1"
Pd
5"
9'-0'
Pd
9' 6'
Pd
9. -
Pd
9'-0' d
9'-0'
Pd
9'-6'
Pd
2 x 3" x 0.060"
17'-1'
Pd
11'-i'
Pd
11'-1-
Pd
11'-1' P 1'-1" Pd
11'-1'
Pd
11'-I-
Pd
2" x 4" x 0.050"
14'-T
Pd
14'-2'
Pd
14'-2-
Pd
14'-2' Pd 14' 2- Pd
14'-2'
Pd
14'-2'
Pd
2" x 5" x 0.062"
20'-6'
Pd
20' 6'
Pd
20'-0'
Pd
20'-1' Utl 19'-S Ud
10'-11-
Ud
1 B'-3"
Ud
Into
Hollow Sections
Tdbuta Load Width W - PurU S acin
T-6-
4'-0" 4'-6' 5'-0" 5'-fi" 6'-0"
6'3"
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load U bending
b deflection
d
2" x 2" x 0.044"
13'
Pb
T-3'
Pb
Pb
T3'
Pb
7'3'
Pb
7' -3'
Pb
T3'
Pb
3" x 2" x 0.045"
9'-2'
Pb
9'-2'
Pb
Pb
9'-2'
Pb
9'-2'
Pb
9'-2'
Pb
9'-2"
Pb
2" x 3" x 0.045"
13 6"
Pb
13'-6'
Pb
126'-2"
Pb
13'-6'
Pb
13'-fi"
Pb
13'-5'
Ub
12'-5'
Ub
2" x 3" x 0.060"
16'-7'
Pd
16'-7'
Pd
Pd
16'-7'
Pd
16'-T
Pd
16'3'
1"'.
Ub
15'-S
Ub
2" x 4" x 0.050"
29-11
Ub
2T-11'
Ub
Ub
24'-7'
Ub
23'-3-
Ub
22-t
Ub
20'-9'
Ub2"x
5" x 0.062"
29'-1'
Ub
27'-1'
Ub
Ub
23'-71'
Uh
Uh
20'-5'
Ub
Note:
1. Thicknesses shown am "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040".
2. Span Is measured from centerof beam and upright connection to fascia orwall connection.
3. Tables are based an a maximum wall height of 1S Including a 4' mm mansard or gable.
4. Spans may be interpolated.
5. Y x 4• & 2' x 5' Hollow Girls shall be connected w/ an Internal or exlemal 1-11T x 1-10 x 0.044' angle.
6. To convert spans to'C. and'D' exposure categories see exposure muldpriers and example on Table 1 B Page 3.
CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS.
Table 1.3130 Allowable Post pYrqht ts/
6005 TCI tyi3r4 es, Ir
m n Alloy 6 05 TS
For 3 second wind gust at a velocity of 130 , Expos`re "B' or an applied load of 18 Wall. ft.
Hollow Sections
I-TfIbutary
L Will W = Upright S acin
ll
T-0^ 1 4'-0'
5'-0" L 6'-0" 1 7'-0"
Allowable
Hel
ndin
deflection
fdl
2" x 2" x 0.044^
6'-0' d
S-l' d
-W d
1 V-4' Id
I S-0' d
4'-9'
b 4'-0' b
3" x 2" x 0.045"
TS I d
6'-10' d
I 6'-8' d
1 6'-1' Id
5-7' b
5'-2"
b 4'-10' b
2" x 3" x 0.045"
9'3' Id
8'-5' d
8'3" d
T-0' d
6'-11' b
V-V`
b SAb
2' x 3" x 0.060"
10'-4' tl
9'-0' d
9'.5' d
8'-T tl
T-11• d
T-5'
b 6'-11' b
d
11'-0'
9'-0' b
x 5" x 0.062"
15.6' Id
14'-1'
13'-1'
11-11 b
10-17' b
10'-3'
b 9- A' b
Sections
'
-Tributary
F oNd Width W -1 d
ht Spacing
T.0"
1 4'-0^
5'-0"
6'-0"
T-0' I 8'-0" S'-0"
Allowable
eI
ht "H" I
bending b
deflection
d
2^ x 4" x 0.046" x 0.100"
13'.5• d
12'3' d
10'-11' b
9'-11' lb
I 9'-2' lb
8'-7'
b 1 8'-1' lb
2" x 5" x 0.050" x 0.096"
1 S-0' d
14'-11- b
13'A' b
17-1' b
71'-2' b
10'-5'
b 9'-10' b
2' x 6" x 0.050" x 0.120"
19'-2- b
16r 7 b
14'-9' b
'S' b
11'-T
b 10'-11' b
2" x 7" x 0.057 x 0.135"
21'-6' b
18'-6" b
16'-0' b
'-11' b
2" x 8" x 0.072" x 0224"
2T-6' d
24'-11' d
23'-2' d
-11' 0
18'-7-
D 1T-6lb
2" x 9" x 0.072" x 0224'
30'3" d
ZTS' d
25'-2' b
1'-2' b
Xbl
19'-9'
b 18'-782"x0206'
32'-S d
29'-5' d
27-4' d
'-1' b
22'-0'
b 2l'J"x0.374'
3T-Td
34'-1d
31'-0' d
'-4' d
27'-0'
b 25'-6
Note:
1. Thicknesses shown are'nominar Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Using screen panel width 'W'select upright length'H'.
3 Above heights o no n length f b Add vertical distance from u center f brace to beam
h g is d t Include le lit o knee race. d plight to ce o
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' In mean roof height
5. Height Is to be measured from center of beam and upright connection. to fascia or wall connection.
6. Chair rans of 2' x 2" x 0.D44• min, and set @ 36" In height are designed to be residential guardrails pmvided they are
attached with min. (3) #10 x 1-1/2' S.M.S. Into the screw bosses and do not exceed 8'-0' in span.
7. Max. beam size for 2' x 5' Is 2' x T x 0.055' x 0.120"
8. Spans may be Interpolated.
9. To convert spans to'C' and "D" exposure categories see exposure multipliers and example on Table 1 B Page 3.
Table 1.4130 Allowable P Girt / Chair R der Spans &Upright Heights
6005 TCI Town & Cou Indust
Aluminum All 600
For 3 second wind gust at a velocity of 130 posure ^B^ or an applied load of 18 # / sq. ft.
A. Sections As Horizontals Fastened To Posts With CIIDs
Hollow Sections
Tnbuta
Load lldth'W'=Members acin
3'1"
4'-0"
'-6" 5'-0' S-6" 6'-0" 1 6'-8"
Allowable
Hel ht "It"
or So an "L" / bending
b deflection
fill
2" x 2' x 0.044"
6-4' Id&
-I- d
5'-10'
Id I S-8' Id
I SS
Id 5-4'
Id I S-1' lb
T-2- d
5-10' d
6'-9'
d S-4' b
5-11-
b S-8'
b '
8'-10" d
V-T d
8'-8'
d 8'3" d
T-9'
d T-0'
-11,
2" x 3" x
9'-9' d
9'-0' d
9'-11'
d 9'S' d
8'-11'
it 8'-7'
2' x 4" x 0.050'
11'-0' d
17'-0' d
11'-3'
d 10'-T d
9'-11'
d 9'-0'
b 8'-11' b
2" x 5" x 0.0---
14'-9' d
14'-1' Id
ll3
Ill'-I"
b 11'-5'
b 10'-9' b
Hollow Sections
Tdbuta
Load Width W =Members acin
T-6"
4'-0"
4'1" 5'-0" 5'-0" 6'-0" 6'-6"
Allowable
Height "H"
or Span
"L' / bendingb
deflection
d
2" x 2' x 0.040"
T3" b
6'-9' b
6'-0-
b 6'-0' b
6-9-
b 5'S'
b b
3" x 2" x 0.045"
7'-9' b
T-2- b
6'-9'%64b
5'-11'
b 5-8'
_El-
b F-3' b
2" x3" x 0.045"
9'-10' b
9-2b
B-8b
7'-9"
b T-4"
b 6'-11'2'
x 3" x 0.060"
ll'-3- b
10'-0' b
9-11b
8'-11'
b 8'7
b 8'-2- b
2" x 4' x 0.050"
12-9' b
11'-11b
1'-3'b
9'-11"
b 9'-6"
b 8'-11" b
2" x 5' x 0.062"
15'�' b
14'-3' b
1 T-5'
I b 12'-8' lb
11.11"
b 11'-5-
b 10'-9" b
Note:
1. Thicknesses shown ere nominal' Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Using screen panel width W select girt lengths.
3. Site specific engineering required for pool enclosures over 30' in mean roof height
4. Spaniheight Is to be measured from center of beam and upright connection to fascia or well connection.
5. Chair rags of 2' x Z' x 0.044' min. and set @ 36' In height are designed to be residential gardrails provided they are
attached with min. (3) #10 x 1-1/2' s.m.s. Into the screw bosses and do not exceed 8'-0" O.C.
6. Girt sparing shag not exceed 6-0'.
7.Max. beam size for 2'x5" Is 2' x 7' x 0.055' x 0.120'
8. Y x 4' & 2' x 5' hollow gins shag be connected w/ an Internal or external 1-10 x 1-1/2" x 0.044" angle.
9. Spans/heights may be Interpolated.
10. To convert spans to "C' and'D" exposure categories see exposure multipliers and example on Table 113 Page 3.
Table 1.5.1 130 Town & Country Industries, Inc.
6005 TCI Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
Aluminum Alloy 6005 TS
for Areas with Wind Loads up to 130 M.P.H., Exposure "Bo and Latitudes Below 30'J0'-00" North (Jacksonville, FL)
Untforrn Load . 5 #/SF, a Point Load of 300 #ISF over (1) linear R Is also consldered
Single Self-Madng
Beams
Tributa Load
Width
10'-0"
14'-0'
18'-0' 22'-0^
26'-0" 30'-0'
34'-0"
1 38'-0"
42'-0'
46'-0" 50'-0' S4'-0"
Allowable
S an'L' / Point
Load P or
Uniform
Load IUI.
bending
b deflection
d
2" x 4^ x 0.046" x 0.100'
14'-11 U
b
I 1Z-8- U
b
17,-2"
U 10.-1. U
b b
9.3" U
b
8,-0, U
b
8,-1. U
b
7,$. U
b
7.�. U
b
6'-11'
U 6,-0.
b
U 8.-0, U
b b
2' x 5" x 0.050" x 0.096"
19'-1' U
b
16'-2, U
b
14'-3,
U 12'-10 U
b b
11'-10 U
b
. U
11'-0
10'4"U
9'-9 U
9'�. U
8'-11
U 8'-6,
U 8'-3. U
b b
2" x 6" x 0.050" x 0.120"
21'-W U
18'-4- U
16•_2•
U 14'-8" U
13'-0' U
b
12' 6' U
b
11'-9' U
b
11'-2' U
b
IV-7'U
b
10'-1'
U 9'-8'
b
U 9,-0, U
b b
2" x 7" x 0.060" x 0.120-
26-0' U
b
21'S• U
b
18'-11
U 1T-7' U
b b
15•-g° U
b
14,-8" U
b
13•_y U
b
12'-11 U
b
12'-0' U
b
i t'-10'
U 11'-0'
b
U 10'-11 U
b b
2"xe•xo.ore• o2za''
X
U
28'-2' Ud
U
2S-T d
23'-Y
U U
21'-8'
d d
U
20'-i' b
U
18'-9' b
U
iT-T b
U
1 S-0' b
U
15'-10 b
15-2'
U
b 14'-0'
U U
13'-11
b b
2' x 9' x 0.072" x 0224'
U
30'-11
2T-9 ,U
d
2S-0 ,U
.0
23'-9
d b
U
21'-11 b
20'-4 .0
b
,U
19'-2 b
.0
18'-1 b
1T-3 ,U
b
Ill's
U ,U
b 15'-9
.0
15'-2
bb
x 9" x 0.082" x 0206'
33'-3'
,U
29'-8 d
jU
2T� .0
U
d2S-T d
U
24'-Y d
U
27-T D
.U.0
21'-3 D20'-1
D
.0
t9'-1 D
IV-3
U .
1T-0
U2"
D 16'-10 D2"
x 10" x 0.092' x 0.374'
38'-0'
34'S U
0
31'-0'
U 29'-7' U
tl d
28'-0" U
d
25-9' U
d
25'-Y U'-70
b
U22'-0'
b
U
b
21'8'
U 20'-9'U19'-11
b
U
b b
Double Self-MaUng
Beams
Tdbuta
Load
Width
10'-0"
14'-0"
18'-0" 2Z-0"
26--0"
30'-0"
34'-0"
38'-0"
42'-0" 1 46'-0" 1
Allowable
S
n'C
/ Point Load
P or Uniform
Load
(U),bending
b
deflection
d
(2) 2' x 8" x 0.072' x 0224"
U
5'-11, D
U
'-9' D
'-2
D, U 0'-11 D. U
U 28'S D
26'S b U
24'-11 DU
U 3'-6' D
T2'-5 D.0
21'-S
U -0 .
b 20'
U
D 19'-9"U
b
(2) 2" z 9^ x 0.07Y x 0224'
U
9'-11 b
.0
42'-2 D
3T-T
U .0
D 33'-8 D
U
30'-11 D
U
28'-10 D
.0
2T-1 D
U
25-7" D
,U
2W-4 D
2T-3
U
b 121.b
U .0
21'-0 b
(2) 2" x 9" x 0.082" x 0206"
55-0' p
46'-9' b
41'-3'
D 3T-4' D
34'4" b
3l'-11 bU
30'-0' h
28'-5' D
2T-0" D
25'-10-
D 24'-9'
b 23'-10 b
(2) 2" x 10' x 0.092' x 0.374"
U
65-T D
U
SS-S I
48'-11
U .0
D 44'-3 D
U
40'-8' D
U
3T-10 D
.0
35'-7 D
.0
33'-8 D
,U
3Z-0 D
30'-T
U "U
D 29-4
.0
D 28'-3 D
1. It Is recommended that the engineer be consulted on any carrier beam that spans more than 50'
2. Span is measured from center of connection to fascia or wall connection.
3. Above spans do not include length of knee brace. Add horizontal distance fmm upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated. _
5. To convert spans to'C' and •D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
Example:
The Maximum 1: for a 2' x 4' x 0.044" x 0.100' Single Self -Mating Beam with Tributary Load width = 22'-0' Is 10'-1"
Table 1.5.2130 T Town & Country Industries, Inc.
Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
One End of Beam Attached to Host Structure
for Areas with Wind Loads up to 130 M.P.H., Exposure "B" and Latitudes Below 30°-30'-00" North (Jacksonville, FL)
Uniform Load �5 r#SF, a Point Load of 300 #fSF over (1) linear It. Is also considered
Aluminum Alloy 6005 T-5
Single
Trlbuta Load Width
Single Self -Mating
10'-0" 14--0" IV-V" 22'-0' 26'-0" 30'-0'
34'-0' 38'-0" 4T.0-
1 46'-0- 50'-0" 54'-0"
Beams
Allowable Sp an'L' I Point Load P or Uniform Load
(U), bending b
, deflection
d
2' x 4• x 0.D46' x 0.100"
12'-11
P 1Z-4*
d
U 10'-11
b
U 9•_101
b
U 9•_7•
b
U W-51 U
b b
T_11'
U TS
b
U T-Y U
b b
6'-10'
U 6' 6-
b
U 1 6-4- U
b b
2' x 5' x 0.050' x 0.116'
15-9'
P
d 14'-11
U .
D 13'-2
U
D 11'-11
U
D 10'-11
U . U
D 10'-2 D
9'-T
U ,
D 9'-1
U U
D 8'-T b
8'3
U .
D T-71
U U
D T-T D
2' x 6' x 0.050' x 0.120"
181S
P 16'-4'
d
U 14'-S
b
U 13'-0'
b
U 11'-11
b
U 11'-2' U
b b
101-6'
U 9'-11'
b
U 9'-5' U
b b
9'-0'
U S-8.
b
U 8.4. U
b b
Y x 7' x O.OSS x 0.120'
20'-11
P .0
d 1T-9
D 15'-0 "U
D 14'-2 .0
D 13'-0'
U U
D 12'-2 D
11'-5 ,U
D 10'-9 .0
.0
b 10'3 b
9-10 .0
b 95 "
U . U
b 9 -1 b
2' x 8' x 0.070' x 0.224'
25'-0'
P 25'-0'
d
P 22'-0'
d
U 20'3'
b
U 18'-7"
b
U 1 T-0" U
b b
16'_3•
U 15'S'
b
U 14'-0' U
b b
3'-11'
U 13'5'
b
U 2'-11' U
b b
2' x 9' x 0.070" x 0.204"
27'3'
P .
d 26'-1
U .
D 23'-0
U .
D 0'-10
U
D 19'-T
U U
D IT-10 D
16'-9'
U
D 15'-10
U U
D 15'-1' D
14'-5 .
U
D IT-10
U U
D 13'-4" D
2' x 9' x 0.082' x 0.326"
29'3'
P
d 29-3
P
d 28'3
U
D 25'-0
U
D 23'-0°
U U
D 21'-10 D
20'-6'
U
D 19'-5
U U
D 18'1i D
1T-8
U
D 16'-11
U . U
D 16'-3 D
2' x 10" x 0.090' x 0.374'
34'-2-
P 34'-2'
P
I"IV-1
d
U 30'-9-
b
U 28,3•
b
U 2V4- U
b b
24•_y
U 23'-5'
b
U 2Z3' U
b b
21'3-
U 20'S'
b
U 19'-7' U
b b
Note:
1. It is recommended that the engineer be consulted on any carrier beam that spans more Ulan 50'
2 Span is measured from center of connection to fascia or wall connection.
3. Above spans do not Include length of knee brace. Add horizontal distance fmm upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans may be Interpolated.
5. To convert spans to'C' and'D' exposure categories see exposure multipliers and example on Table 18 Page 3.
I
Q Z
Z) Z O
Z Q (...
Q 0 W ❑
❑ W
Z Of O M
W m V o
W ? W Z CI
W O Z
Z Q CoW
H W 3:Q W
U Z 06 ❑ --I
d
� W � � �
�U LLU)
= b O
Z N C4
C'
cH
Q �
SHEET
s EC%'0%9
iP T2-01-2009 OF
Table 1.1 140 Allowable Beam Spans
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T5
For 140-1&2 M.P.H. Wind Zone, Exposure "B' and Latitudes Below 30'30'-00' North (Jacksonville, FL)
Unif- Load = 6 WSF. a Point Load of 30a WSF over f11fin ear it Is alsn cnnsld-d
Hollow Sections
Tdbuta Load Width'IM - Beam S cln
3'-0"
4'-0" &-a- 6'-0" 7'-0'I e'-0'--1
91"
Allowable
Span
*I:
! Point
Load
P or Unlform
Load U bending
b deflection
d
2" x 2" x 0,044"
5'-9'
IPd1
1 5'-9'
IPd
1 5'-9"
IPd
1 S-9"
10d
I 5'-9'
IPd
5'-9'
IPd
S-9'
Pd
3" x 2" x 0.045"
U-11'
IPd
1 6A 1'
IPd
1 6'-11'
lPd
I 6-11"
Pd
1 6'-1 I"
lPd
I 6'-11'
IPd
1 6'-11'
lPd
2' x 3' x 0.045'
91S'
d
9
Pd
93'P
Ud
x 3" x 0.060"
11'-1'
Pd
1'-
11S
PPdd-
11S1'
Pd
Ud1-4'2"
Ud
2" x 4" x 0.050"
14.2"
lPd
14'-2'
lPd
14'-Z-
lPd
13'-11-
jUd
13'-2-
jUd
1Y-T-
jUd
1Y-1-
jUd
2' x 5" x 0.062"
20'-T
113d
20'-C
jUd
18'-11'
jUd
1T-9'
lUd
16'-11'
JUd
16'-2'
jUd
15'S
Ub
Self Mating Sections
T bulF
Load Width'IM =Beam
S ae n i
3'-0-
4'-0"
5'-0" 6'-0"
7'-0"
8'-0"
I 9'-0'
Allowable
S
n'L'
/ Point
Load
P or Uniform
Load
U bending
b deflection
d
2" x 4" x 0.046" x 0. 00"
16'-7"
Pd
16-7-
Pd
164'
Ud
1 BS"
Ud
14'$'
Ud
T-11"
Ub
12'-11"
Ub
2" x 5" x 0.050" x 0.096"
2T-9'
Pd
21'-10"
Ud
20'-3"
Ud
19'-1'
Ud
IVA"
Ud
17'-2"
Ub
15'-11'
Ub
2" x 6" x 0.050" x 0.120"
28'-1"
Ud
26-6"
Ud
23'-9'
Ud
22'4'
Ud
20'-T
Ub
Ub
1 T-9"
Ub
2" x 7" x 0.060" x 0.120'
32'-1"
Ud
29'-2'
Ud
27'-1'
Ud
25'-2'
Ub
2ZY-1"
Ub
21'S'
Ub
20'-0'
Ub
2' x 8' x 0.072' x 0.224'
39$'
Ud
36'-0'
Ud
33'-S
Ud
31'-5'
Ud
29-11'
Ud
28'-7"
Ud
2TS'
Ud
2' x 9' x 0.072" x 0224"
43' 7'
Ud
39'-7'
Ud
36'-T
Ud
34'-T
Ud
3Y-10'
Ud
31'S'
Ud
30'-3-
Ud
2" z 9' x 0.082' x 0.306'
,6W
Ud
4T-5'
Ud
39'S
Ud
3T-1'
Ud
35'3'
Ud
33'$"
Ud
3Z-5'
Ud
2" x 10- x 0.092" x 0.374"
54'-2
Ud
49'-T
Ud
45'$'
Ud
42'-11'
Ud
40'-10'
Ud
39'-l"
Ud
3T-T
Ud
Note:
1. Thicknesses shown are 'nominal' industry standard tolerances. No wall thickness shag be less than 0.D40'.
2. The structures designed using this section shag be limited to a maximum combined span and upright height of 501 and e
maximum upright height of IV. Structures larger than these Emits shall have site specific engineering.
3. Span Is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center or brace to beam
connection to the above spans for total beam spans.
S. Tables are based on a maximum wall height of 16' Induding a 4' mam mansard or gable.
6. Spans maybe Interpolated.
7. To convert spans to "C` and "D' exposure categories we exposure multipliers and example on Table 18 Page 3.
Table 12140 Allowable Purlin Spans
6005 TO Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 140-1&2 M.P.H. Wind Zone, Exposure "B" and Latitudes Below 30°30'-0D" North (Jacksonville, FL)
Uniform Load = 6 WSF, a Point Load of 300 WSF over (1) linear ft.Is also considered
A. Secdnns Fastened To Reams with Cll-
Hollow Sections
Tdbuta Load Width •1M=Purlln S acin
T-6-
4'-0" 4'-0" 5'-0' S'$" a'"1
61"
Allowable
Span
W
/ Point Load
P or Uniform
Load U bending
b deflection
d
2" x 2" x 0.044"
S-9"
Pd
5'-9'
Pd
5'-9"
Pd
6-9'
Pd
5'-9°
Pd
5'-9"
Pd
5'-9"
Pd
3" x 2" x 0.045"
6'-11"
Pd
6•-11'
Pd
6'-1 l"
Ptl
6'-11'
Pd
6'-17"
Pd
6'-71"
Pd
6'-11'
Pd
2" s 3" x 0.045"
9•S
Pd
9'S"
Pd
9'S'
Pd
9'S
Pd
9'$°
Pd
9'$'
2' x 3" x 0.060"
11'-1-
Pd
11'-1'
Pd
11'-1'
Pd
11'-1'
Pd
11'-1'
Pd
Pd
11'-1'
Pd
2" x 4"-x 0.050"
14'-2'
Pd
14'-2'
Pd
14'-2"
Pd
14'-2"
Pd
14'-2-
Pd
3'-11'
Ud
13'S'
Ud
2" it 5"1- 0.062'
20'$'
1Pd
20'4'
Ud
19'-7'
Ud
8'-11'
IUd
18.4-
Ud
1T-9'
Ud
17'-2'
Ud
imr,
Hollow Sections
Tdbuta Load Width'W'=PudlnS acin
T-6-
4'-0' 4'$" 5'-0' S'$" 6'-0"1
6'$"
Allowable
S
an'L'
! Point
Load
P or Uniform
Load U bendln
b deflection
d
2" x 2" x 0.044"
T-3'
Pb
T3'
Pb
7'3'
Pb
7'J'
Pb
7'-3'
Pb
T-0"
Pb
T-3'
Pb
3" x 2" x 0.045"
9'-2'
lPb
9-2"
Pb
9'-2'
IPb
1 9'-2'
lPb
9'-2'
lPb
1 9'-2'
lUb
1 8'$'
jUb
2" x 3"X 0.045"
3
b
1 3S'
Pb
13'$'
Pb
13'S'UPb
25'1$'
Ub
Ub
11'-0'
Ub
x 3' x 0.060"
-
16'7'P
d
16'-T
Pd
16'-7Pd
IF
b
U2' b
4'-10'
Ub
14'-1'
Ub
2"x4"x0.050"
Pd
20'S
1Ub
8'-11'
jUb
I1T-V`
IUb
16'$'
Ub
115'S
IUb
14'4'
IUb
2' x 5" x O.O6T
26'-5'
Ub
24'-T
lUb
23'-1'
lUb
21'-9-
Ub
20--7-
lUb
19'-7'
lUb
18'-F
lUb
Note:
1. Thicknesses shown am "nominal" Industry standard tolerances. No wag thickness shall be less than 0.040"
2. Span Is measured from center of beam and upright connection to fascia or wall connection.
3. Tables are based on a maxlmum wall height ofIF Including a 4' max. mansard or gable.
4. Spans may be Interpolated.
5. 2' x 4' & 2' x 5' Hollow Girls shall be connected Wen internal or external 1-11T x 1-112' x 0.044' angle.
6. To convert spans to'C" and'D' exposure categodes see exposure multipliers and example on Table 1 B Page 3.
CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS.
Table 1.3140 Allowable Post Upright Heights
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T5
For-3 second wind gust at a velocity of 140-1&2 MPH, Exposure "a" or an applied load of 21 #/sq. f .
Hollow Sections
Tributtaryy Loa 1 'yM - Upright S acin
T-0' 1 W-0 5'-0" 6'-0" 1 7'-0' 1 8'.0- 9-0"
Allowable
Hel
ht"
ndinq
deflection
d
2' x 2" x 0.044"
64' I d
1 5'-9' Id
1 V-4' d
5'-0' d
4'-9'
b q•S•
b 4'-2' b
3" x 2" x 0.045"
T-2' d
6'$' d
6'3' d
5'$' b
5'-2'
b 4'-10'
b 4'-6 b
2" x 3" x 0.045"
8'-10' d8
-0' dT-T
d
6-11' lbi
6
6-0'
b
2" x 3' x 0.060"
9'-9" ld
8'-11' Id
1 V-8- ld
T-11' I it
1 T-4-
b&-70-
b 6'S lb
2" x 4' x 0.050"
2" x 5' x 0.062"
Self MatingSections
TEL Load Width 'yY'=Upright
Spec in
3'-0"
4'-0'
5'-0"
W-u-
T-u- 9'-0"
8'-0"
Allowable
Hei
ht'H" I
bendln b
deflection
d
2" x 4" x 0.046" x 0.100"
12'-9' d
11'S' b
10'-2' lb
I "' lb
1 8'-7-
b I T-11'
I b I TS' b
2" x 5" x 0.050" x 0.096"
15'-10' d
13'-10' b
1Y4" b
11'-0' I b
10'S'
b 9$•
b 9'-1^ b
2" x 6" x 0.050" x 0.120"
17'-9" b
164" b
13'$'
b I IT-6- 1b
11'S'
b 10'-9'
b 10'-1' b
2" x 7" x 0.057" x 0.135"
19'-11- 6
1T-2- b
1 S4'
b
T-11'
b 12Ll-
b 11'4- b
2" x 8" x 0.072" x 0.224'
26'-1' d
23•-9" d
21'-11.
b 19'-11' b
18'$'
b 17'-3"
b 163' b
2" x 9" x 0.072" x 0.224'
28'$' d
26-1' b
2Y4-
b 21'3' 1 b
19'$'
b 18'4"
b t T-3" b
2" x 9" x 0.082" x 0206'
30'-9" d
2T-11" d
26-11'
tl 24'-2' b
22'4-
b 20'-11"
b 19'$' b
2" x 10' x 0.092" x 0.374'
36-8' d
3YS- d
30'-1- d
28'4' d
26'- '
b 25-1'
b 23'-T b
Note:
1. Thicknesses shown are 'nominal Indus standard tolerances. No wall thickness shag be I than 0.040 try less
2. Using
sin screen panel width seledupright len 'H'.
9 P(;th
3. Above heights do riot include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over30' in mean roof height
5. Height Is to be measured from center of beam and upright connection to fascia or wag connectlom
6. Chair rails of 2' x T x 0.044' min. and set @ 36" in height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-11T S.M.S. into the screw basses and do not exceed &-W in span.
7. Max. beam sae for 2' x 5' Is 2' x 7' x 0.055" x 0.120"
8. Spans may be Interpolated.
9. To convert spans to "C' and "0' exposure categories see exposure multipliers and example on Table 18 Page 3.
Table 1.4140 Allowable Post/ Girt/ Chair Rail / Header Spans & Upright Heights
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T5
For 3 second wind gust at a velocity of 140 1&2 MPH, Exposure "B" or an applied load of 21 # / sq. R.
A_ Sections As Hndz..W, Fastened To Pos Weh Min,
Hollow Sections
Tdbuta
Load Wldth'W'=MemberS acin
3'-6"
4'-0'
'$" S-0" 5'$" 6'-0- 1
Allowable
Height "H"
or Span 'L" I bendln
h deflection
d
2" x 2" x 0.044"
6'-0' Id
5'-9' d
F-Tld
64'
1 d 5'-2'
1 d 4'-1 I'
I b 4'$' 1 b
3" x 2" x 0.045"
6'-10' 1 d
6'$' d
6'-2"
I b I 5'-9'
lb I 5'-5'
I b 1 5'-2'
1 b 4'-10' lb
2" x 3" x 0.045"
8'-5" d&-0"
d
w-o"
d T$'
d T-1"
b 6'$'
b 6'-3' b
2" x 3" x 0.060"
9'4' d
8'-1 I- d
9'-2'
d F-8-
d F3'
d T-11'
d T-6- d
2" x 4" x 0.050"
10'-11" d
10'$" d
111
d 9-5'
6 8'-10'
b T-3w
b T-V` b
14'-0' d
13'-2' b
12'4'
b 11'-7'
6 11'-0'
Hollow Sections
Tdbuta
Load Width'IM=Members acin
3'$"
4'-0'
4'-6" 5'-0' 5'-0" 6'-0"
Allowable
Hel ht"H'orS
an'L"!
bendln
b deflection
d
2" x 2" x 0.040"
6'$' b
6'3' b
T-11'
D 5'-T
b 5'3' b
4'-11'
b 4'$' b
3" x 2' x 0.045"
T-1' ti
6'-7' b
6•-2'
b 5'-9'
b V-V` b
5'-2'
b 4'-10' b
2" x 0.045"
'2"
9'-1' b
8'$' b
8'-0"
b 7'$'
b 7'-1' b
6'$'
b 6--3-b
2" x 3' x 0.060"
10'S' b
9'-9' b
9'-2'
b 8'-8
b 8'-3' b
T-11'
b 7'S' b
2" x 4" x 0.050-
11'-10' b
10'-17' b
10'-2'
b 9'-5-
b 8'-10' b
ti'-3.
b 7'$' b
2" x 5" x 0.062"
14'-2' b
13'-2" b
1 Z4'
b 11'-T
b 11'-0' b
10'$'
b 9'-10' lb
Note:
1. Thicknesses shown am *nominar industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Using screen panel width select girt lengths.
3. Site specific engineering required for pool enclosures over 391n mean roof height
4. Span/height Is to be measured from center of beam and upright connection to fascia or wall connection.
5. Chair rolls of 2' x 2' x 0.044' min. and set Q 36' In height are designed to be residential gardralis provided they are
attached with min. (3) #10 x 1-11T s.m.s. into the screw bosses and do not exceed V-W o.c.
6. Girt spacing shall not exceed V-8".
7. Max. beam size for Tx 5' is T x T x 0.055'x 0.120'
8.2' x 4' & 2' x 5' hollow girls shag be connected w1 an internal or external 1-1/2' x 1-1/2' x 0.D44" angle.
9. Spans/heights may be Interpolated.
10. To convert spans to'C'and'D' exposure categories see exposure multipliers and example on Table 1B Page 3.
Table 1.5.1 140 Town & Country Industries, Inc.
6005 TO Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
Aluminum Alloy 6005 T5
forAreas with Wind Loads up to 140-1&2 M.P.H., Exposure 'B" and Latitudes Below 30°30'-00' North (Jacksonville, FL)
Uniform Load = 6 WSF, a Point Load of 300 NSF over (1) linear ft. Is also considered
Single Self -Mating
Beams
Tdbuta Load
Width
10'-0" 14'-0"
IV-0-22'-0"
26'-0" 30-0"
34'-0"
38'-0"
42'-0"
46'-0' S0-0` 54'-0"
Allowable
Span 1: / Point
Load P or Uniform
Load U
bendln
b deflection
d
2" x 4" x 0.046" x 0.100"
IT-S' U
b
71,-7^ U
10,-2,
U 9,-3^ U
8•$• U
T-11' U
7--5-7'-0^
U
6'-8- U
6--4-
U 5_7•
U 5'-11'
b b
2" x 5" x 0.050" x 0.096'
U
17'-5' b
14'-9 ,U
b
12A 1
U ,U
11--9
b b
10'-10 U
b
10--1 .0
b
U
9'S b
8'-11 ,U
b
U
8'-6b
&-1
U
b T-9
U U
T$
b b
2' x 6' x 0.050" x 0.120'
U
79'-10 b
,U
16'-9 b
14'-9 ,U
,U
b 13'4 b
U
1Y3' b
,U
11'S b
,U
10'-9 b
U
10'-2' D
U
9'$' b
9-3
U ,U
D 8'-10
U
D V-6 D
2" x 7" x 0.060' x 0.120'
U
23'-2' b
1 '-U
9 T b
1T3'
U U
15-T
b b
U
14' 4 b
U
13'-0' b
U
1 -7'
Y D
U
17'-10 b
U
11'3- b
10'- '
9
U
b 10'-4'
U U
'- 1'
91
b b
2' x 8' z 0.072' x 0224^
U
26'-6' d
U
23'$' d
21'-10
U U
19'-11
d b
18'-0' U
b
1T-1' U
b
16'-1' U
b
.0
75'-2 b
U
14'S b
13'-10'
U
b 13'-3'
U U
12'-9'
b b
2' x 9" x 0.072" x 0224"
U
29'-2' d
,U
26'-1 d
23'-11
U UU
U
10'-T b
,U
1T$ b
,U
76'$ b
,U
15-9 b
1S-0,U
b 14'S ,U
U
b 13'-10 b
2" x 9" x 0.082" x 0.206"
U
37'-3' d
U
2T-77 d
2S$ ,
Mb
,U
20'-8D
,U
19'S b
,U
18'4 b
U
1 T-S D
16'$
U
b 15,-11
U U
b 15'-S b
2' x 10" x 0.092' x 0.374'
36'-3' U
32'-S U
d
29'-10
24'-5'U2Y-71
b
U21'-9U
b
b
20'$' U19''U'U78'-3'd
b
b
b b
Double Self -Mating
Beams
Tribute
Load
Width
10'-0'
14'-0"
18'-0" ZZ-0"
26--0"
30--0"
34'-0"
1 38'-0"
42'-0" 1 46'-0' 1 50'-0" SW-0-
Allowable
S
an'L'
/Point Load
P or Uniform
Load
U bendln
b
deflection
d
(2) 2" z 8' z 0.072' x 0224'
41'-11 D
35'S' b
31'3'
b 28'3' b
25'-11 b
24'-2-D
2Y-9" b
21'-T b
20'-S b
19'.6'
b 1S'-9'
b 181-V b
(2) 2' z 9" x 0.072" x 0224"
U
45-7" D
,U
38'$ b
33'-11
U ,U
b 30'-9 b
U
28'3" b
,U
26'4 b
,U
24'$ b
,U
23'4 b
,U
22'-3 b
,U
21'-3
b 20'4 ,U
U
b 19'-T D
(2) 2' x 9" x 0.082' x 0.206'
50'-6'U ' b
4Y-9.b U
3T$
b.0 34'-1 b,U
31'4' bU
29'-2' bU
2TS' D U
25'-11 DU
24$,D U
23'-T
U
D 22'-T
U
21'-9,b
D U
(2) 2" x 10" x 0.092" x 0.374'
59-11 U b
50'-7.b U
44'$,
b U 494 b,U
U 3T-2' D
I 34'-T U b
I 32'-6" b U
30'-9.D U
29'-3,D U
2T-11
DU 26-9
b.0 25-9,U
b
1. It Is recommended that the engineer be consulted on any carrier beam that spans more than 50'
2. Span is measured from center of connection to fascia or well connection.
3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated.
5. To convert spans lo'C' and'D' exposure categories see exposure multipliers and example on Table 7B Page 3.
Example:
The Maximum U for a 2' x 4' x 0.044" x 0.100" Single Self -Mating Beam with Tributary Load Width = 22'-0' is 9'-3'
Table 1.52140 T Town & Country Industries, Inc.
Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
One End of Beam Attached to Host Structure
for Areas with Wind Loads up to 140 M.P.H., Exposure "B" and latitudes Below 30'-30'-00' North (Jacksonville, FL)
Uniform Load = 6 #/SF, a Point Load of 300 WSF over (1) linear f . Is also considered
Aluminum Alloy 6005 TS
Single
Single Self -Mating
Beams
Tdbula Load Width
10'-0' 14'-0" 18-0'-0 ' 22` 26'-0"
30'-0" I 34'-0"
38•-0" 42.4-
46'-0" 50'-0" 54--0"
Allowable Span 'I:* ! Point Load
P or Uniform
Load
(U), bending
(b),
deflection
d
2" x 4" x 0.046" x 0.100"
12'-11
P 1 T-3-
d
U 9'-11-
b
U 9'-0'
b
8'J' U
b b�
7 $8
U T3- U
b b
6'-10'
U 6•$, U
b b
V-3-
U 5'-11'
b
U 5•_g. U
b b
2" x 5" x 0.050" x 0.116-
15'-9'
P 13'-7'
d
1Y-0'
b
U 0'-10"
D
U 9'-11' U
b b
9'4-
U 8'-9- U
b b
8'3'
U T-10'
b b
T$'
b T-2'
6'-11'
b b
2' z 6' z 0.050" x 0.120"
ITS'
U �U
b 14'-11
D IT-2
U
D 11'-11
U U
D 10'-11 b
10'-2
9'-1
U U
D B'-T D
81-
U
b T-71
U U
D T-T D
2' z 7' x 0.055' x 0.120'
19'-T
U 1S3
b
U ,
b 14'4
U ,
2-11
b
U U
11'-11
b b
,
11'-19'
.
-10
U , U
-9'4
b b
8'-11 ,
U 8'-T
b
U . U
8'-3
b b
2" x 8' x 0.070" x 0224"
2S4'
P 23'-2'
d
U 20•S"
b
U 18'-5'
b
U 15-11 U
b b
15-10
b
14'-0'
U 13'4• U
b b
12•_y
U 12.3•
b
U 11•_y, U
b b
2" x 9" x 0.070" x 0204"
27'-3'
P 2T-10
d
U 21'-0"
b
U 19•-0•
b
U 17•-6• U
b b
16,-0•
U
b
k
14,$•
U 13•_9• U
b b
13•_2•
U 1Y_7•
b
U 1Y_2, U
b b
2" x 9" x 0.082" x 0.326"
29'$'
P 29'-2"
Id
b 25'-9'
23'4'
b
U 21'S' U
b
19'-11iT$'
b
U 16'-10
b b
16'-1"
15'S'
b
14'-10
b b
2"x10'x0.090'x0.374'
34'-2'
P34'-2'
d
P31•-0,
d
U28•_t•
b
U 2S_10 U
24'-0'
U
b
21'4^
U 20'4- U
b b
19S'
U 19'-T
b
U tT-11 U
b b
Wore:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 50' 1
2. Span Is measured from center of connection to fascia or wall connection.
3. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated.
S. To convert spans to'C' and "D' exposure categories we exposure multipl ers and example on Table 18 Page 3.
J in
Z Z
D Q O
ZQ (n F-
(Q j ❑ W
Z Cf) in 0 O
W O
W ? Z N
❑ in J p U)
LU Q =I Z
?ED
Z06 °� m2
W
W 0 ❑ d
d
U
= U)LLin
gU I--rn
oil
Z N N N
.6 2
QO
2
f7
Z_
IY
W
K
O
U.
W
O
O
Z
0:
W
U7
Z
Z
Z
„ W
+`t11 GI/.W/rFAIF
IL
K
UJ
VO,4911
m SEAL Z
w �
p SHEET w
w
U Z
a
Z
w
w17A-140z
m
12-01-2009 OF 21 ra
Table 1.6 Inimuip Upright Sizes and Number of sc o-r- -�--
onnectlon o till - - _gitis-oPBeam Splicing
Beam Minimum Minimum Minimum Girt Minimum Beam Stitching
Size Upright/Column Fortin I I Number of Screws- A Screws
Connection Example:
2' x T Beam & 2- x 4' at beam & gusset plate, (14) #8 x 11T sms & upright & gusset plate (14) #8 x 11T sms ea. side of beam & upright.
Note:
1. Connection of 2" x 6" to 2' x 4' shag use a full lap cut or 1/16' gusset plate.
2. For beam splice connections the number of screws shown is the total'for each splice with 12 the screws on each side of the cut
3. The number of deck anchors is based on RAWL R Tapper allowable load data for 2.500 psi concrete and / or equal anchors may be used.
The number shown Is the total use 12 per side.
4. Hollow splice connections can be made provided the connection is approved by the engineer.
5. If a larger than minimum upright Is used the number of screws Is the same for each splice with 12 the screws on each side of the wL
6. The side wall upright shag have a minimum beam sae as shown above, fe., a 2" x 4- upright shall have a 2 x 3' beam.
7. For minimum girt sae read upright sae as a beam and purfin sae is minimum girt sae. (i.e. 2' x 9' x 0.072' x 0219" s.m.b. w/
2" x 6" x 0.050 x 0.135' s.m.b. upright requires a 2' x 3" x 0.045' girt / chair mil.)
8. All connections shall use a full lap mt.
Table 1.7 Minimum Size Screen Enclosure Knee Braces
and Anchoring Required
Aluminum 6005 T-5
Brace Length•
Extrusion
Anchoring System
0' - 2'-0'
2' x 2" x 0.044"
2- H-Channel With 3 #10 x 12" each leg of channel
To T-0'
2' x 3" x 0.045"
2" H-Channel With 3 #10 x 12' each leg of channel
Up to 6'-0'
2" x 4' x 9.046' x 0.100'
2' H-Channel Wim 4 #10 x 12" each leg of channel
Knee brace length shall be the horizontal and vertical length @ a 45' angle from the center of the
connection to the face of the beam or upright -
Note:
1. For required knee braces greater than 4'-6- contact engineer for specifications and detags.
2. Cantilever beam detail shown on page 1-00 shall be used for transom wag structure
host scture
attachment when knee brace length exceeds 6'-0".
Table 1.8 K-Bracing Fastening Schedule
Number of #10 x 314" S.M.S. Required
Maximum
Wall Width =
Comer Post
@ Top
Diagonals (
per End
Intermediate
Post @ Chair Rall
Comer Post
@ Bottom
Plate to
Sole Plate
20'-0"
2
2
4
2
2
30'-0"
2
2
4
2
2
40'-0"
3
4
6
2
2
50'-0"
4
5
8
3
3
60'.0"
6
7
12
3
3
• Use screw sizes specified In the table below.
Use front wall width when determining number of s.m.s. for the side wall K-bracing.
Use side wall width when determining number of s.m.s, for the front and / or back wall K-bracing.
Wind Zone Screw Size
90 MPH #10
100 MPH #10 '
110 MPH #10
120 MPH #10
130 MPH #12
140-1&2 MPH #14
150 MPH #14
Table 1.11 Maximum Overhang for Rafter/ Truss Tails
when Connected to Screen Roof
20' Max. Enclos!!ZSpan
Rafter/Truss Tall #2 Span / bending b or do action d
Wind Zone
("B" Exp.)
Wind
Pressure
2x4
/\
"'
v/J
2x8.
2x10
2x12
100-110
4
7-2"
b
5-
b
b
15'-0-
bs
120
4
2'-7
b
5'.4-
b
9'3'
b
15'-0"
b
123.
4.3
2'-0'
ba
-If
b
8'-7'
b
13'-11"
b
130
5
1'-9"
'4'.3'
b
T-5-
b
17-0'
b
6
1'-S
b
'-
6'-2'
b
10'-0'
b150
7
1'-3'
b
T-W
b
53'
b
8'-T
b
30' Max. Enclosure
Span
Rafter
/
Truss Tall
#2
Span /
bending
b or
deflection
Wind Zone
("B_ gyp.)
Wind
Pressure
2.4
2x6
2x8
2x10
2x12
100410
4
1'-5'
I b
T-7-
1 b
6'-2'
1 b
10'-0'
1 b
b
120
4
1'
b
3'-T
b
6'-2'
b
10'-O
b
b
123
4.3
1'-4"
b
3'-0-
b
5'-9"
b
91-4'
b
b
130
5
1'-Z'
b
2'-10'
b
4'-11'
b
8'-0'
b
L14--10-
b140
6
0-11'
b
2-4"
b
4'-1"
b
6'-0-
b
b150
7
0'-10'
b
7-0'
h
3'-6'
b
S-9'
bb
40' Max. Enclosure
Spin
Rafter
/Truss Tall
fY!
Span /
bending
b or
deflection
d)
Wind Zone
("B" Exp.)
Wind
Pressure
2x4
2x6
2x8
2x10
2x12
100-110
4
1'-1"
b
2'-8"
It
4'-7"
b
7'-6-
b
11'-1"
b
120
4
1'-1'
b
2'-0-
b
4'-T
b
T-0'
I b
11'-1'
b
123
4.3
1'-0'
b
2'-0'
b
4'-4'
b
6'-11"
b
10'-0'
b
130
5
0'40'
b
7-2'
1 b
3' 8"
b
6'-0'
11b
8'-11-
b
140
6
0'-9-
b
T-9-
b
T-1-
b
5'-0'
b
TS'
b
150
7
0'-T
b
1'-0'
b
7-8"
b
4'-0'
b
6'-0'
b
Note:
1. For overhangs with spans that exceed those listed above site specific engineering Is required.
If truss bottom cord extends more than 24" over the wall site specific engineering is required.
2. To convert from exposure'B" spans to'C" or"D" exposure spans see multipliers and example
Table 1Bon page3.
Example:
For a pool inclosure with 3U max beam span. In a 123 MPH wind zone.'B' exposure. For 2 x 6
rafter / truss the max overhand from the wag of the host structure to the sub -fascia Is T-4 .
LATITUDES NORTH 30 - 30' - 00" NORTH (JACKSONVILLE. FL
Table 1.9.1 Allowable Beam Spans
TCI 6005 Town & Country Industries, Inc.
Aluminum Alloy 6005 TS
for Areas In Wind Zones up to 130 M.P.H., Exposure B" and Latitudes North 30'.30'-00" North (Jacksonville, FL)
Uniform Load =151#SF, a Point Load of 3001#SF overt linearR Is also considered
Hollow Sections
Tribula Load Width 24M Beams acin
3'-0"
4'-0" 5'-0" 6'-0" T-0" 8''I
9'-0"
AllowableS
on't!
/ Point
Load
P or Uniform
Load U bending
b deflection
d
2" x 2" x 0.040"
6-6"
Pb
5'-T
Pb
V-6
Pb
6-F
Pb
S-2'
Pb
4'-11'
Ub
4' 7"
Ub
3' x 2" x 0.045"
6'-0'
Pb
6-3-
Pb
5-0'
Pb
5'-9'
Pb
5'-7
Pb
5'-2'
Ub
4'-9'
Ub
2" x 3" x 0.045"
9'-0'
Pd
8'-11'
Ud
8'-4'
Ud
T-10'
d
Tom'
Ub
6'-8'.
Ub
5-2'
Ub
2" x 3" x 0.060"
70'-11'
Ud
9'-11"
Ud
9'-3-
Ud
8'-0' -1.
Ud
8'-3'
Ud
T-11'
Ud
T-T
Ud
2"x4"x0.050"
12'-11-
Ud
11'-0"
Ud
10'-10'
Ud
10'-0-
d
9'-5'
Ub
8'-0-
Ub
T-71"
Ub
2" x 5" x 0.062"
15-6'
Ud
14'-11'
Ud
13'-10'
Ub
72'-b'
Ub
11'S
Ub
70'-T
Ub
9'-10"
Ub
Self
Self Mating Sections
Tributy
Ld Width 3M = Beam
S acin
3'-0"
4'-0'
Soa'Op
8'-0"
9'-0-
Allowable
S
an'L-
I Point
Load
P or Uniform
Load
U bendin
b deflection(d)
2" x 4" x 0.046" x 0.100"
W-4-
Ud
12'-11'
lUd
I I T-S"
Ub
10'-T
Ub
9'-0'
Ub
8'-11'
Ub
V-4'
Ub
2" x 5" x 0.050" x 0.096"
1T-8"
Ud
16'-V
lUb
14'-2-
Ub
12'-10"
Ub
1'-10'
Ub
10'-11'
Ub
10'-3"
Ub
2" x 6" x 0.050" x 0.120"
29-0"
Ub
1T-9"
Ub
15-9"
Ub
14'-3-
Ub
1T-l'
Ub
17-2"
Ub
114"
Ub
2" x 7" x 0.060" x 0.120"
23'-2'
Ub
1 19'-7l'
Ub
IT-W
Ub
16'-0'
Ub
14'-9'
Ub
13'-8'
Ub
17-9"
Ub
2" x 8" x 0.072" x 0.224"
29'-2"
Ud
26'-0'
Ud
24'-W
Ud
23'-2-
Ud
21'-6"
Ub
20'-0"
Ub
18'-10'
Ub
2" x 9" x 0.072" x 0224"
32'-l'
Ud
29'-2'
lUd
2T-11
1'-;'4'-R'
Ud
24'-8"
Ub
27-9"
Ub
21'-2'
Ub
19'-11"
Ub
2" x 9" x 0.082" x 0.206"
34'S-
Ud
31'-3-
Ud
29'-0"
Ud
27*-4'
Ud
25-11"
Ud
24'-4"
Ub
22'-11'
Ub
2" x 10" x 0.092" x 0.374"
39'-11'
Ud
351'
11 14
Ud
31'-W
Ud
30'-l'
Ud
P8'-9"
Ud
2T-8"
Ud
Note:
1. Thicknesses shown are -nominal' Industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures Uniformed using this section shall be limited to a maximum combined span and upright height of 50' end a
maximum upright height of 75. Structures larger than these limits shall have site specific engineering.
3. Span is measured from centerof beam and upright connection to fascia orwall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
5. Tables are based on a maximum wall height of 15 induding a 4' max. mansard or gable.
6. Spans maybe Interpolated.
7. To convert spans to "C- and 'W exposure categories see exposure multipliers and example on Table 1B Page 3.
Example: Max.'L' for 2" x 4" x 0.050" hollow section with W - 5%0"-10'-10"
Table 1.92 Allowable Pullin Spans
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
for Areas In Wind Zones up to 130 M.P.H., Exp. "B" and Latitudes Norm of 300-00'-00" North (Jacksonville, FL)
Uniform Load =15 i#SF, a Point Load of 300 #/SF over (1) linear It. is also considered
A. Sections Fastened To Beams With Clips
Hollow Sections
Tdbuta Load Width a PurtlnSpacing
X-6-
4'-0- 4'-6" 5'-0" S-0" 6'-0"
6'-8"
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load U bendl
deflection
Idl
2' x 2' x 0.044"
5-V
Pb
S-0'
Pb
5'-6-
Pb
V-5-
Pb
5'-2-
Pb
4'-11-
Pb
N-9'
Pb
3'n045"
6-V
Pb
6-3'
Pit
6'-0"
Pb
6-9"
Pb
5'-7-Pb
5_'
Pb
5'-1-
Pb
2" 0.04%
9'4"
Ud
8'-11'
Ud
8'-7"
Ud
8' 4'
Ud
8'-1'
U
T-I
Ub
T-2'
Ub
2 x .060"
19-F
Ud
9'-11'
Ud
9'-7"
Ud
9'J'
Ud
6'-11"
Ud
Ud
8'-5-
Ud
2" x 4" x 0.050"
12'-0"
Ud
11'-8'
Ud
1l'-3"
Ud
10'-10'
Ud
10'6-
Ud
I-Ud
9'-8'
Ub
2" x 5" x 0.062"
15'-8'
Ud
14'-11'
Ud
14'-5'
Ud
T-10'
Ub
13'-2'
Ub
12'lb
11'-9-
Ub
Into
Hollow Sections
Tribute Load Width 'V0 =Puriln 5 acin
T-6-
4--0" 4'-0" 5'-0" 5'-0" 6'-0"
6'-8"
Allowable
Span
'U
/ Point
Load
P or Uniform
Load U bending
h deflection
d
2" x 2" x 0.044"
T.3"
Pb
T-T
Pb
6-111'
lUb
6'-0'
Ub
6'-1'
Ub
5'-9-
Ub
5'-4-
x 2' x 0.045"
8-T
Pb
T-10'
Ub
T-3
Ub
6-9'
Ub
6�'
Ub
5-11
Ub
S-6'
2"x 3'x 0.045"
10'-9'
Ub
10'-1
Ub
9'-0
Ub
8'-10
Ub
8-3
Ub
7-9
Ub
T-2'
2" x 3" x 0.060"
17-4"
Ub
11-0'
Ub
10'-10'
Ub
10'-3'
Ub
9-10
Ub
9'-5'
Ub
8'-11-
dUb3"
2" x 4" x 0.050"
13'-11'
Ub
13'-l"
Ub
17-2-
Ub
11-6'
Ub
10-10'
Ub
10'-0'
Ub
9'-0'
2" x 5' x 0.11
15-10
Ub
15'-0"
Ub
14'-8'
Ub
13'-10
Ub
13-2
Ub
ITS'
Ub
11'9'
Note:
1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures Uniformed using this section shall be limited to a maximum combined span and upright height of 50' and .9
maximum upright height of 16'. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not Induce length o1 knee brace. Add horizontal distance from upright to center of brace to be
connection to the above spans for total beam spans. ,
5. Tables are based on a maximum wall height of 16' Including a 4' max mansard or gable. '
6. Spans may be interpolated.
7. To convert spans to "C' and'IY exposure categories see exposure multipliers and example on Table 1B Page 3. '
Example: Ma t.'L' for 2" x 4" x 0.050" hollow section with -W = 5'-0" = 9.10" 1 , _
i
J Z
0
Q LLI
0
2 ❑W
(7 W O co
W W W O N
❑Um o(n
LLI F- J Z
U r ❑ W
Z m
F-W QW
W F- -1Z)
IY
U LL U)
C0 1` O
� O
Z N N
J
Q
Nt
Ct' u`oi
to �
O �
� 2 N to
ZF-
LJL W t m
LL
2
W Q)
F
rum c�
Q W m aL
W
m
n
C a v 33m
O
0
LL
1 3
Oir
j U) `
m r`
Q
>
rn m A t
W d
W
ID
7t
0
F
o
(7
Z
t
n
m
IJ
J Fm-
l�
LL
10
SHEET
W 17B
21
i OF
2" x 9" x 0.072" X 0.224' BEAM
SHOWN
i%
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
WHEN FASTENING 2" x 2"
THROUGH GUSSET PLATE
USE #10 x 2' (3) EACH MIN.
,ya
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2ds
2" x 6" x 0.050" x 0.120"
UPRIGHT SHOWN
MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION
WITH ONE OF THESE DETAILS
V ALTERNATE FLAT ROOF
tias
2(db- 2")
STRAP TABLE
BEAM SCREWS STRAP
SIZE #/SIZE LENGTH
2" x 7' 4 12 2-3/4*
2' x 8' 4 #14 3-1/4•
Y x 9' 4 #14 3-1/4'
2' x 10" 6 14 4-
' ALL SCREWS 3/4' LONG
NOTES:
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7' AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
BEAM SPLICE CUT. GUSSET PLATE CONNECTION & GUSSET SCREW PATTERN
BEAM TO POST MOMENT CONNECTION DETAIL
SCALE 2' = V-0'
2 x 6 UPRIGHT CUT TO MATCH
BEAM ANGLE AND NOTCH FOR
EAVE RAIL
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL —
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
(18) #8 SCREWS PER TABLE 1.6
2 X 6 SELF MATING BEAM —
SCREW LOCATIONS PER
TABLE 1.6 FILL OUTSIDE
LOCATIONS FIRST
NOT ALL LOCATIONS ARE
REQUIRED
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
STRAP TABLE d -1/2'
BEAM
SIZE
SCREWS
# I SIZE
STRAP
LENGTH
2' x 7-
(4) #12
2-3/4"
2' x 8-
(4) #14
3-1/4'
(4) #14
3-1/4'
2"x1V
(6)#14
1 4-1/T
'ALL SCREWS 3/4' LONG
I
�
__ d I
oaae�
®
®I I I
®
®
d-1/2'
® ®
ATE I
R OF
® ®
x 1-3/4" x 1-3/4" 50h2 H-32
®®
® i
L=SAMETjpWEjSAS
GUSSET PLATE FOR BEAM
® ® I
MATERIAL
{ ® ®
2" x 8' BEAM CUT TO ACCEPT
®
WALL UPRIGHT
® ®
® ® ® I
NOTE:
2"x 8'BEAM W/ 2"x 6"
®
I ® ® I
UPRIGHT SHOWN
OTHER BEAM TO UPRIGHT
® ®
COMBINATIONS PER
® ® I
TABLE 1.6 MAY BE USED
® ® I
T BAR" INSIDE WALL
I J
SECTION
® G ®
(SEE TABLE 1.6 FOR
®
THICKNESS & SCREW
L
PATTERN)
NOTES:
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. BEAMS THAT ARE 2 x 7 OR LARGER MUST HAVE GUSSET PLATE.
6. MOMENT CONNECTIONS AND MOMENT TABLES CAN NOT BE USED IN SOLID ROOF / SCREEN
ROOF COMBINATION ENCLOSURES OR ANY CONNECTION THAT REQUIRES A KNEE BRACE
SUCH AS IN A DOME ROOF.
ALTERNATE BEAM TO POST MOMENT CONNECTION DETAIL z
SCALE: 2" = V-0" r-
.r W
w
z
z
w
O
LL
Km
F
L
;r
C dumb
00•
J J
Q
Q W
Z (n Z
— W O_
0 U
w W
U JO Z
?ZO
(_ W I—
U Z Z
�
cr-O
UU2
67 —
Z
z O
U
J W
Q U)
4
R
Z
O
H
W 0
0 W
Oo
C� (V
Z
/n
Z
W
m
Q w
OD
i
LL
r— O)
O O
C7 0
(V C4
2
F-
C_
a
0
0
m
Q
c�
z
z
w
w
z
t9
w
w
z
z
w
m
Table 1.1M 130 Moment Connection
6005 TO Allowable Beam Spans
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For Wlnd Zones up to 130 M.P.H., Exposure "B" and Latitudes Below 300.10'-00" North (Jacksonville, FL)
Uniform Load - 5 #/SF. a Point Load of 300 #/SF over (1) Ilnearft. is also considered
Hollow Sections
Tdbuta Load Width = Beam S cin
T
4-0" 5'-0" 6'-0" 7'-0 8'-0"I
9'-0"
Allowable
Span
*I!
/ Point
Load
P or Uniform
Load U bending
b deflection
Wit
2" x 2" x 0.044"
T-T
Pb
TJ'
Pb
T- '
Pb
T-3'
Pb
T•3'
Pb
T•3•
Pb
T-0"
Pb
2" x 3" x 0.045"
9'-2'
Pb
9'-2"
Pb
9'-T'
Pb
9'-2'
Pb
9'-7
Pb
8'-11'
Ub
8'-2'
Ub
2"x3"x 0.060"
13'-T
Pb
13'-6'
IPb
1T-F
IPb
13'-0°
IPb
IZ-8"
lUbIll'-7'
111b
10'-8-
Ub
2"x4"x 0.050"
16'-7'
Pd
16-7'-PH
16'-7'
IPd
19-3'
jUb
15'-1'
JUb
14'-1'
lUb
IT-3"
Ub
3" x 2" x 0.045"
18'-9'
lPb
18'-9'
lPb
1T•3'
lUb
115W
jUb
114W
lUb
17-11'
lUb
17-0'
Ub
Self Mating Sections
Tribute
Load Wldth'IM = Beam
S acin
3-0"
4-0"
5'-0" 6'-0"
T-0"
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load
U bending
b deflection
d
2" x4" x 0.046" x 0.100-
24'-2'
lPb
2Z-9'
lUb
20'-2"
Ub
18'-2'
Ub
16-W
Ub
15'S'
Ub
14'S
Ub
2" x 5" x 0.050" x 0.096"
3T-3'
Ub
ZT-9'
Ub
24'-T
Ub
22'-3'
Ub
20'S
Ub
8'-11'
Ub
1 T-0"
Ub
2" x 6" x 0.050" x 0.120"
35'-10'
Ub
30'-10'
Ub
2T-0"
Ub
24'-9"
Ub
ZZ-6'
Ub
21'-1"
Ub
19-8"
Ub
2" x 7" x 0.060" x 0.120"
40'-Z'
lUb
34'-6'
IUb
W-8'
Ub
2T-9'
Ub
25.6'
Ub
23'-8'
Ub
27-1"
Ub
2" x 8" x 0.072" x 0.224"
51'-3"
Ld
49'-9'
Ub
44'-0'
Ub
40'4'
Ub
3T-2' .
Ub
34'-8'
Ub
37-7"
Ub
2" x 9" x 0.072" x 0.224"
54'-1"
Ld
52'-10'
Ub
4T-1"
Ub
42'-9'
Ub
39'S"
Ub
36'-9'
Ub
34'-6'
Ub
2" x 9" x 0.082" x 0.206"
54'-S
ILd
54'5'
Ld
53'.9'
Ub
48'-11"
Ub
45'-2'
Ub
4Z-2'
Ub
39-
Ub
2" x 10- x 0.092" x 0.374"
5T4'
ILd
5T4'
lLd
5T4'
Ld
5T4'
Ld
54'-6'
Ub
50'-11'
Ub
4T-11'
Ub
Note:
1. Thicknesses shown are'nominal' industry standard tolerances. No wall thickness shall be less than 0.040%
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' anti a maximum
upright height of 16. Structures larger than these limits shag have site specific engineering.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans.
5. Tables are based on a maximum wall height of W including a 4' max mansard or gable.
6. Spans may be interpolated.
7. To convert spans to'C' and "D" exposure categories see exposure multipliers and example on Table 1 B Page 3.
8. Moment connections and moment tables can not be used In solid / screen roof combination enclosures or any connection that requires
a knee brace such as in a dome roof.
Table 1.3M 130 Moment Connection
6005 TCI Allowable Post / Upright Heights
Town & Country Industries, Inc.
Aluminum Alloy 6005 T5
For 3 second wind gust at a velocity of 130 MPH, Exposure "B" or an applied load of 18 #/sq. ft.
Hollow Sections
Tdhuta Load Wldth'W'=U rl htS acin
3'-0' 4'-0" 5'-0" 6'-0" 7'-0"
8'-0"
Allowable Hel
ht "H"!
bending b
deflection
d
2" x 2" x 0.044"
T-9" b
6'-9- b
6'-0' b
6•6" b
6-1" b
4-9.
3" x 2" x 0.045"
8-9b
T-6b
6-8" b
6'-1" b
5'-7b
5'-0'
2" x 3' x 0.045"
10'-7' b
9'-b
6'-3 b
T-0' 6
6-11b
6-0
M
2" x 3" x 0.060'
12'-1" b
10'-6b
9'-S b
8'-T b
T-11b
T-5
2" x 4" x 0.050"
IZ-6' b
10-9b
9-T b
8'-9' b
8-0b
T-0
Self Mating Sections
Tributary Load width =Uri
ht Spacing
3'-0"
4'-0"
5'-0"
6'-0"
1'-0"
1 8'-0' 1 9'-0"
Allowable
Height
'H" /
bendln b
deflection
d
2' x 4" x 0.046' x 0. 00'
14'.1' b
174' b
10-11 b
10'-0' b
9'-3" b
8'-7'
b 8'-1' b
2" x 5" x 0.050" x 0.096'
18'-l' b
15-7" b
IT-10" b
12'-7- b
11 W- b
10'-9"
b 10'-1' b
2" x 6" x 0.050" x 0.120'
20'-T b
1T-9' 6
15-9' b
W4' b
13'-2" b
12'-0'
b 11'-6' b
2" x 7" x 0.060" x 0.120"
24.2• b
20-10• b
18'-7- b
16'-10" b
16-6- b
14'-6-
b 1 T-T b
Y x e" x 0.072" x 0.224"
30'-T b
21 b
23'-W b
21'-7• b
19'-11 • b
18'-W
b 1 T-7- b
2" x 9" x 0.072" x 0 E4"
32'-7' b
28'-2' b
26-2' b
22'-11' b
21'-3' b
19-10"
b 16'-8' b
2" x 9" x 0.082" x 0.206
37'-0- b
37-0- b
26'-7 b
26'-1' b
24'-2- b
22WA
b 21'J' b
2" x 10" x 0.092" x 0.374"
44'-3" b
38'4" b
7-3- b
31'.9" b
28-11 b
27'-1"
b 25'-V b
Note:
1. Thicknesses shown am'nominal" industry standard tolerances. No wall -thickness shall be less than 0.040'.
2. Using screen panel width'W select upright length'H'.
3. Above spans do not include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' In mean roof height.
5. Span Is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rags of 2' x 2' x 0.044' min. and set @ 36' In height are designed to be residential guardrails provided they are
attached with min. (3) 910 x 1-11T S.M.S. Into the sore. bosses and do not exceed 8'-0" In span.
7. Maximum beam size for 2. 5' Is a 2 x Tx 0.055'x 0.120"
8. Spans may be Interpolated.
9. To convert spans to'C' and "D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION WITH ONE OF
THE MOMENT CONNECTION DETAILS ON PAGE 18A
Table 1.6A Moment Connection
Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Beam
Size
Minimum
Uptight
Size
Minimum
Purlin
Size
Minimum
Girt & Knee Brace
Size
Minimum
Number of Screws'
#8 x'W 010 X V #12 x'A"
Beam Stitching
Screws
& S acin
2" x 3" x 0.045" Hollow
2• x 3' x 0.5; Hogow
2' x 2 x 0.044" Hollow
2' x 2 x 0.044• Hollow
6
4
4
2" x 4'.x 0.050" Hollow
2' x 3" x 0.045" Hollow
2' x 2 x 0.044' Hollow
Z' x 2 x 0.044' Hollow
8
6
4
2"x5"x0.062"Hollow
2"x3'x0.045 Ho11ow
Z"x2x0.044"Hollow,
Z'x 2 x 0.044• Hollow
8
6
4
2" x 4" x 0.046" x 0.100" SMB
2' x W x 0.045" Hollow
Z" x 2 x 0.044" Hollow
Z" x 2 x 0.044" Hollow
8
6
4
#8 @ 24- O.C.
2'x5'x0.050"x0.116"SMB
2"x 4' Hollow or SMB
T x 2 x 0.044• Hollow
2" x 2 x 0.044• Hollow
8
6
4
#8 @ 24.O.C.
2" x 6' x 0.050' x 0.120"SMB
2'x4' Hollow or SMB
2 x2X0.044'Hollow
2"x 2 x 0.044• Hollow
10
8
6
#10 @ 24. O.C.
2"x7"x 0.055'x 0.120"SMB
2-x P Hollow orSMB
2' x 2 x 0.044' Hollow
2" x 2 x 0.044• Hollow
14
12
10
#12 @ 24.O.C.
27x8"x0.082"x0.306"SMB
2• x 6' x 0.050' x 0.120' SMB
2' x 3'x 0.045" Hollow
2'x 2 x 0.044' Hollow
16
14
12
#14 @ 24.O.C.
2" x 9" x 0.072" x 0.224" SMB
Z' x 6' x 0.050" x 0.120" SMB
Tx 3' x 0.045" Hollow
2" x 2 x 0.044" Hollow
18
16
14
#14 @ 16- O.C.
2"x9"x 0.082"x 0.306" SMB
2• x T x 0.055"x 0.12W SMB
2'x4"HollowarSMB
2" x 2 x 0.044' Hollow
20
18
16
#14 @ 16. O.C.
2"x 10-x 0.092"x0.374"SMB
2' x 8• x 0.082' x 0.306' SMB
2' x 5' Hollow or SMB
2"x3"x 0.045'Hollow
20
1 18
16
Screw Size
Minimum Distance and Spacing of Screws
Gusset Plate
Thickness
Edge To Center
Center To Center
Beam Size
Thickness
#a
5716 '
5/8'
2" x 7" x 0.055" x 0.120"
1 0.063,
#10
3/8"
3/4-
2" x 8" x 0.072" x 0.224"
0.125'
#12
1 -
1'
2" x 9" x 0.072" x 0224"
0.125'
014 or 114"
3/4'
1-12'
2" x 9" x 0.082" x 0..306"
1 0.190'
5116-
7/8'
1-0/4'
2" x 10" x 0.092" x 0.369'
1 0250"
3181,
1"
2"
Refers to each side of the connection of the beam and upright and each side of splice connection.
Connection Example: 2' x T beam & 2' x 5" at beam & gusset plate, (14) #8 x 1/2' sms & uptight & gusset plate (14) #8 x 1/2' sms ea. side of beam & upright.
Note:
1. Connection of 2' x 6" to 2" x 3' shall use a fug lap cut or l/16" gusset plate.
2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut.
3. The number of deck anchors Is based on RAWL R Tapper aflowable load data for 2.500 psi concrete and / or equal anchors may be used. The number shown Is the total use 12 per side.
4. Hollow splice connections can be made provided the connection is approved by the engineer.
5. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut.
6. All beam to upright connections for 2" x T beams or larger shall have an Internal gusset plate except when a knee brace is used at the connection.
Gusset plates are required for mansard, gabled and all spliced connections.
7. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws.
8. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4° upright shall have a 2" x 3" beam.
9. For minimum girt size read upright size as abeam and pudin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/
2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2' x 3" x 0.045" girt / chair rail.)
Table 1.9.1M Moment Connection
TC16005 Allowable Spans for Primary Screen Roof Frame Members
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For areas with wind loads up to 130 M.P.H., Exposure "B' and latitudes above 300.10'-00" North (Jacksonville, Florida)
that are subject to Ice and snow.
Uniform Load on Screen =15 WSF 3009 Point Load Is Considered over (1) LF of Beam
Hollow Sections
Tribute Load Width'1M a Beam S acin
T-0"
4'-0" 5'-0" 6'-0" 7'-0" I
Allowable
Span
V
/ Point
Load
(PI or Uniform
Load U bending
b deflection
d
2" x 2" x 0.044"
T.1'
1pb
I T-3'
lPb
6'-TU
b511
b5'-5'
Ub
4-11"
Ub
T
Ub
3" x 2" x 0.045
8T
Pb
7-10'
Ub
61UbIg
Ub
5-7'
lUb
I 5'-Z'
lUb
1 4'-9'
Ub
2" x 3" x 0.045"
13-0'
9
Ub
6'-8'
Ub
6T'--28''
UUb
2x3"x0.060'
3
11
Ub
10U-S
9'-1'
Ub
8T
Ub
8'-T
b
b
2" x 4" x 0.050"
15'-1'
Ub
IT-1"
Ub
11'-0'
Ub
104"
9'-5'
Ub
8'-8"
Ub
T-11'
Ub
2' x 5" x 0.062"
1tf'-0'
Ub
15-8'
Ub
13'-10'
jUb
1T-6"
IUbII1W
UD
10'-T
Ub
9'-10'
Ub
Self Mating Sections
Tdbuta
Load width 'W'=Beam
S acin
3'-0"
4'-0"
5'-0" 6'-0"
7'-0"I
8'-0'
I g'-0"
Allowable
S
an'12
/ Point
Load
P or Uniform
Load
1111, bending
b deflection
d
2" x 4" x 0.046" x 0.100"
15'4-
Ub
13'-2'
lUb
11'-8°
Ub
10'-6'
lUb
9'-8'
Ub
8'-11•
Ub
8'4'
Ub
2" x S" x 0.050" x 0.096"
18'-0'
Ub
1S-0'
Ub
14'-2-
Ub
12'-10-
Ub
1'-10"
Ub
0'.11-
Ub
1V-W
Ub
2" x 6" x 0.050" x 0.120"
2".
Ub
1T-9"
Ub
15'-9'
Ub
1W-3"
Ub
13'-1"
Ub
12'-2'
Ub
11'4"
Ub
2" x 7" x 0.060" x 0.120"
23'-T
Ub
19'-11-
Ub
17'-0'
Ub
16'-0"
Ub
14'-9'
Ub
1T-8'
Ub
12'-9"
Ub
2" x 8" x 0.072" x 0224"
33'J'
Ub
28'-9"
Ub
25W"
Ub
2Y-3"
Ub
21'-0"
Ub
2U-0'
Ub
16'-10'
Ub
2" x 9" x 0.072" x 0.224"
35'4'
Ub
30'-6'
Ub
27'-2"
Ub
2N-W
Ub
22'-9"
Ub
21'-2'
Ub
19'-11'
Ub
2" x 9" x 0.08T x 0.206"
40'4'
Ub
34'-10"
Ub
31'-1"
Ub
29-3" .
Ub
26'-1'
Ub
24'4-
Ub
22'-11'
Ub
2" x 10" x 0.092" x 0.374"
48'4'
Ub
41'-10'
Ub
37'4'
Ub
34'-1"
Ub
31'-6"
Ub
29'-5'
Ub
ZT-8"
Ub
Note:
1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
2 The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 16% Structures larger than these limits shall have site specific engineering.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
5. Tables are based on a maximum wall height of 16 Including a 4' max. mansard or gable.
6. Spans may be Interpolated.
7. To convert spans to'C' and •D' exposure categories see exposure multipliers and example on Table 18 Page 3.
Example: Max.'U for 2" x 4" x 0.050" hollow section with 'W'.5'-0" . 11•-0"
O
Z_
of
W
Q.
cc
O
LL
0]
O
t7
Z
W
W
W
Z
Z
W
Z
::) W O
Q m )
1- ❑ W
CCU) Z OUo
WO o
W Z U Z r
❑ fn W fn
W OJZ J Z
in� U O D W
Z 111
I- W Q W
ILDWW Wa
�
W 0 ❑
Cl) V O W cn
�fn:2 tirn
= o 0
zIl ON 04
2
o F>-
Q
SEAL
SHEET
iico• '
F=m I L L__ e
C
W PY r r09 OF
Table IIAM 140 Moment Connection
6005 TCI Allowable Beam Spans
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For Wind Zones up to 130 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00' North (Jacksonville, FL)
Uniform Load = 6 #ISF_ a Point Load of 300 #1SF over (11 linear ft. Is also considered
Hollow Sections
T buty Load Width W =Beams acin
T-0"
4'-0' S6'-0" 7'-0" - 8'-0"
9,_0
Allowable
S
an'L'
I Point
Load
P or Uniform
Load U bending
b deflection
d
2" x 2" x 0.044" -'
7'-3'
Pb
T-3'
Pb
7 '.3'
Pb
T-3'
Pb
TJ"
Pb
T-Y
Pb
T-1"
Ub
2" x 3" x 0.045"
9'-2'
Pb
9'-2'
Pb
9'-2'
Pb
9'-2-
Pb
6'-8'
Ub
T-11'
Ub
T-0"
Ub
2" x 3" x 0.060"
13'-6'
Pb
13'-6'
Pb
13'-0"
Pb
12'-7-
Ub
11'-4"
Ub
10'-0"
Ub
9'-0'
Ub
2' x 4" x 0.050"
16'-7'
Pd
16'-7"
Pd
16'-T
Ub
14'-10'
Ub
1 T-9'
Ub
12'-10'JUL
17-1'
Ub
3" x 2' x 0.045'
18'-9'
Pb
17'-9'
Ub
15'-T
Ub
13'-11'
Ub
12'-8'
Ub
11'-7'
Ub
Ub
Self Mating Sections
TributaF
Load Width W - Beam
S acin
3'1"
4'1"
5-0" 6'-0"
7'-0"
8'-0'
9'-0"
Allowable
S
an'U
I Point
Load
P or Uniform
Load
U bending
b deflection
Id
2" x 4" x 0.046' x 0.100"
24'-2'
Pb
20'-B'
lUb
181J'
Ub
16'-6'
Ub
15'-1"
Ub
T-11'
Ub
2'-11"
Ub
2" x 5" x 0.050- x 0.096"
29'S"
Ub
25'-0"
Ub
22'4'
Ub
20%
Ub
1W-W
Ub
1T-2"
Ub
15'-11"
Ub
2"x6-x 0.050"x 0.120"
3Z-8'
Ub
28'-0'
Ub
24'40'
Ub
22'-5"
Ub
20'-T
Ub
1T-l"
Ub
IT-9"
Ub
2" x T x 0.060" x 0.120"
36'-7'
Ub
31'.5"
Ub
2T-10"
Ub
25'-2'
Ub
23'-l'
Ub
21'-5'
Ub
20'-0"
Ub
2" x 8" x 0.072" x 0224"
51'-3
Ld
46-4'
Ub
40'-0'
Ub
3&-8'
Ub
33'-10"
Ub
31'-T
Ub
29'-7-
Ub
2" x 9" x 0.072" x 0224'
54'-1'
Ld
48'-2"
Ub
42'-IT
Ub
38'-11'
Ub
35-10'
Ub
33'-5"
Ub
31'-4"
Ub
2" z 9" x 0.082' x 0206
54'-5-
Ld
54'-5'
Ld
49'-0-
Ub
44'-7-
Ub
41'-2'
Ub
3B'-0'
Ub
W-1"
Ub
0.374-
5T-0"
Ld
57'-4"
Ld
57'3-
Ld
53'-9'
Ub
49'-9"
Ub
45-5"
Ub
43'-9'
Ub
Note:
1. Thicknesses shown are'nomfnal' industry standard tolerances. No wall thickness shag be less than 0.040'.
2. The structures designed using this section shall be limited to a maximum combined span and upright height of Strand a maximum
upright height of 16'. Structures larger than these limits shag have site specific engineering.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans.
5. Tables are based on a maximum wag height of I& Including a 4' max. mansard or gable.
6. Spans may be Interpolated.
7. To convert spans to'C' and'D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
8. Moment connections and moment tables can not be used in solid / screen roof combination enclosures or any connection that requires
a knee brace such as In a dome mof.
Table 1.3M 140 Moment Connection
6005 TCI Allowable Post / Upright Heights
Town & Country Industries, Inc.
Aluminum Alloy 6005 TS
For 3 second wind gust at a velocity of 140.1&2 MPH, Exposure "B" or an applied load of 21 #Isq. It.
Hollow Sections
Tribute Load Width W = U ri ht S acin
3'-0" 4'-0' S'-0" 6'-0" 7'-
8'.0
Allowable
Height
"H" /
bending b
deflection
d
2" x 2" x 0.044"
T-3' I b
V-3' 1 b
S-T 1 b
6-1' 1 b
4'-9' 1 b
4'-5'
lb 4'-2' lb
3" x 2" x 0.045"
&-1" b
6'-11' it
6'-2' b
5' -7' b
5'-2' b
2" x 3" x 0.045'
9'-10" b
8'-6' b
T-7' b
6'-11' b
S-5' b
6*-0
lb 5'-8' lb
2" x 3" x 0.060"
11'43' lb
1 9'-9' I b
8--8' 1 b
7'411' 1 b
1 T-4" I b
5-10'
lb I 6'-0' lb
2" x 4" x 0.050"
11'-6' lb
9-11' 1 b
8'-10' lb
I W-T lb
I T-5' lb
6-10'
lb 161 -5' lb
Self Mating Sections
Trihuta
Load Wltlth
W e U ri
ht5 acin
T-O"
4'-0"
5'-0"
6'-0"
7'-0"
9'-0"
Allowable
Height
"H" I
bendln b
deflection
d
2" x 4" x 0.046' x 0.100"
13'-2' b
11'-5" b
10'-2' b
9'-3" b
8'-6' b
T-11'
2- x 5" x 0.050" x 0.096"
16'-9' b
14'-6" b
12'-9' b
1l'-T b
10'-7' lb
I9'-9"
b 9'-2- b
2" x 6" x 0.050" x 0.120"
18'-11" b
16'-3'
b 14'3 b
13'-W b
11'-11' b
11'-1'
b 10'-4' b
2" x 7- x 0.060" x 0.120"
22'-2'
b 19-1'
b 15-11' b
15S' b
14'-2' I b
13'-2-
b 12- - b
T x 8" x 0.072" x 0.224"
28'-4'
b 24--T
b 21'-10" b
19'-11" b
18'S' lb
1T-3'
b 16'-3' b
2" x 9' x 0.072' x 0224"
30'-2'
b 26'-1-
b 213'
b 21'-T b
19'-T h
18'-0'
b 1 TJ' b
2" x 9" x 0.082"x 0.206"
34'J'
b 29'-7"
b 26'4i' b
24'-2'
b 22'�'
b 20'-10'
b
2" x 10 x 0.092" x 0.374'
40'-1 T
b 3V-6'
b 31'-9'
b
Note:
1. Thicknesses shown are "nominar Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Using screen panel width W select upright length'H%
3. Above spans do not Inciude.length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the abovei spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' In mean roof height
5. Span is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rails of 2' x 2" x 0.044' min. and set @ 36" in height are designed to be residential guardrails provided they are
attached with min. (3) 910 x 1-12' S.M.S. Into the screw bosses and do not exceed 8'-0' In span.
7. Maximum beam size for Tx 5' Is a 2"x 7"x 0.055x 0.120"
8. Spans may be Interpolated.
9. To convert spans to -C- and'D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
MOMENT CONNECTION TABLES CAN ONLY BE USED IN CONJUNCTION WITH ONE OF
THE MOMENT CONNECTION DETAILS ON PAGE 18A
Table 1.6A Moment Connection
Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams To Wall Uprights or Beam Splicing
Beam
Size
Minimum
Upright
Size
Mlnlmum
Puriln
Size
Minimum
Girt & Knee Brace
Size
Minimum
Number of Screws•
#8 x %" r#10 )r h" #12 x'A"
Beam Stitching
Screws
& S acin
2" x 3" x 0.045" Hollow
2' x 3' x 0.045" H011ow
2" x 2 x 0.044' Hollow
2 x 2 x 0.044' Hollow
6
4
4
2- x 4" x 0.050" Hollow
2'x3'x0.045'Hollow
2"x2 x 0.044" Hollow
2" x 2 x 0.D44' Hollow
8
6
4
2"x5"x 0.062"Hollow
Z'x3'x D.045"Hollow
2' x 2 x 0.D44' Hollow
2' x 2 x 0.044' Hollow
8
6
4
2"z4"x0.046'x0.100"SMB
' ollow
2"x3'x0.045 H
2'x2x0.044'Hollow
2' x 2 x 0.044' Hollow
8
6
4
#8 24- O.C.
2"x5"x0.050"x0.116"SMB
2'x4"Hollow or SMB
2' x 2 x 0.044" Hollow
2-x2x0.044"Hollow
8
6
4
#8 @ 24"O.C.
2' x 6" x 0.050" x 0.120" SMB
2'x4"HolloworSMB
1 2"x2z0.044"Hollow
I 2'x2x0.044'Hollow
10
8
6
1 #10 @ 24"O.C.
2"xr x0.055"x 0.120"SMB
2'x5'HOIIow0rSMB
2'x2 x 0.044' Hollow
2'x 2 x 0.044" Hollow
14
12
10
#12 24.O.C.
2" x 8' x 0.082" x 0.306" SMB
2' x 6" x 0.050- x 0.120- SMB
2" x 3" x 0.045" Hollow
2"x 2 x 0.D44' Hollow
16
14
12
214 24' O.C.
2"x9"x0.072"x0.224'SMB
2' x 6" x 0.050x0.120SMB
2'x3"x 0.045' Hollow
2"x 2 x 0.044' Hollow
18
16
14
#14 16O.C.
2"x9-x0.082'x0.306"SMB
I 2'x7'x0.055"X0.120"SMB
I 2'x4"Hollow or SMB
I 2"x2x0.D44'HoI
20
1 18
1 16
1 #14 @ 16.O.C.
Yx10"x0.092"x0.374"SMB
1 2"x8" x 0.082' x 0.306' SMB
1 2"x5"Hollow or SMB
2'x3'x0.045"Hollow
1 20
1 18
1 16
1 #14 @ 16'0.C.
Screw Size
Minimum Distance and Spa Ing of Screws
Gusset P
ate Thickness
Edge To Center
I Center To Center
Beam Size
Thickness
#8
5115'
1 518"
2" x 7' x 0.055" x 0.120"
1 0.063'
#10
318'
3/4'
2" x 8' x 0.072" z 0.224"
0.125"
#12
12"
1'
2" x 9" x 0.072" x 0.224'
0.125'
014 or 1 4"
3K'
-1/2"
2" x 9" x 0.082" x 0..306"
0.190'
5/16"
718'
1-314"
2" x 10" x 0.092" x 0.369"
0250"
318"
i'
2'
Refers to each side of the connection of the beam and upright and each side of splice connection.
Connection Example: 2' x 7' beam & 2"x 5' at beam & gusset plate. (14) 98 x 12' sms & upright & gusset plate (14) #8 x 12" sms ea. side of beam & upright.
Note: '
1. Connection of 2" x 6" to 2"x 3" shall use a full lap cot or 1/16' gusset plate.
2. For beam splice connections the number of screws shown is the total for each splice with 12 the screws on each side of the cut.
3. The number of deck anchors is based on RAWL R Tapper allowable load data for 2.500 psi concrete and / or equal anchors may be used. The number shown Is the total use 12 per side.
4. Hollow splice connections can be made provided the connection is approved by the engineer.
5. If a larger than minimum upright is used the number of screws is the same for each splice with 112 the screws on each side of the cut.
6. All beam to upright connections for 2" x 7" beams or larger shall have an internal gusset plate except when a knee brace is used at the connection.
Gusset plates are required for mansard, gabled and all spliced connections.
7. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws.
8. The side wall upright shall have a minimum beam size as shown above, le.. a 2"x 4" upright shall have a 2"x 3" beam.
9. For minimum girt size read upright size as a beam and pur in size is minimum girt size. (Le. 2" x 9" x 0.072" x 0.224" s.m.b. w/
2" x 6' x 0.050 x 0.120" s.m.b. upright requires a 2" x 3' x 0.045" girt / chair rail.)
Table 1.9.1 M Moment Connection
TCI 6005 Allowable Spans for Primary Screen Roof Frame Members
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For areas with wind loads up to 130 M.P.H., Exposure "B" and latitude. above 30'.30'-00" North (Jacksonville, Florida)
that are subject to Ice and snow.
Uniform Load on Screen =15 #1SF 300# Point Load Is Considered over (1) LF of Beam
Hollow Sections
Trlbutary Load Width W = Beam Spacing
T-0"
1 4'-0" 1 5'-0" 1 6'-0" 1 T-0"
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load U bending
(b); deflection
d
2" x 2" x 0.044'
T3'
Pb
I T-3'
lPb
1 6'-7'
lUb
5'-11'
jUb
1 5'-5'
lUb
4'-11'
jUb
4'-7'
lUb
3" x 2" x 0.045"
8'-7"
Pb
T-10'
Ub
6'-11'
Ub
%-Y
Ub
5-7-Ub
S-Z'
Ub
4'-9'
Ub
2" x 3" x 0.045"
11'-0'
Ub
10'-1'
Ub
9'-0-
Ub
8'-1'
Ub
T-4-
IUb
1 6'-8'
Ub
6'-2'
Ub
2" x 3" x 0.060"
13'-3'
Ub
11'-6'
Ub
10'-0'
Ub
9'S'
Ub
8'-0'
Uh
8'-2"
Ub
7'-8'
Ub
2" x 4" x 0.050"
15'-1'
lUb
13'-1'
lUbIll'-6'
Ub
10'-4'
lUb
1 9'-5-
lUb
I F-8'
lUb
T-11-
Ub
Ub
13'-10'
jUb
12'-6'
lUb
11'-5'
IUb
10'-7'
lUb
9'-10-
Ub
Self Malin Sections
TrIbuty
Load Width W = Beam
S acln
T-0'
4'-0"
5'-0' , IV
7' "
Allowable
S
an'L'
/ Point
Load
P or Uniform
Load
(Ul. be
ding b deflection
d
2" x 4" x 0.046" x 0.100"
15-4-
Ub
13'-2'
lUb
11'-8'
Ub
10'-0'
lUb
1 9'-8"
Ub
8'-11-
Ub
6'-4-
Ub
2" x 5" x 0.050" x 0.096"
I&-8'
Ub
16'-0'
lUb
14'-2"
Ub
12'-10'
Ub
1'-10'
Ub
0'-11-
Ub
10'-3'
Ub
2" x 6" x 0.050" x 0.120"
20'-0'
Ub
1T-9'
Ub
15'-9'
Ub
14'-0'
Ub
13'-1'
Ub
77-2'
Ub
71'4'
Uh
2" x 7" x 0.060" x 0.120"
23' T
- I
IT-11'
lUb
17--8'
Ub
16'-0-
Ub
14'-9"
Ub
13'-0'
Ub
17-9-
Ub
2" x 8" x 0.072" x 0224'
33'.3"
Ub
28'-9'
Ub
25'-T
Ub
23'-3'
Ub
21'-6'
Ub
20'-0'
Ub
18'-10'
Ub
2" x 9" x 0.072" x 0224"
35'-4'
Ub
30'
Ub
2T-2"
Ub
24'-8'
Ub
2P'-9"
Ub
21'-2-
Ub
19'-11"
Ub
2" x 9' x 0.082" x 0.206'
40'A'
Ub
34'-I(r
Ub
31'-1'
Ub
28'-3'
Ub
26'-1'
Ub
24'4'
Ub
22'-11-
Ub
2" x 10" x 0.092" x 0.374'
48'-4'
Ub
41'-10-
Ub
3T-0'
Ub
34'-l"
Ub
31'-6'
Ub
29'-5'
Ub
2T-0'
Ub
Note:
1. Thicknesses shown are'nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
.2. The structures designed using this section shall be limited to a maximum combined span and upright height of W and a
maximum upright height of 16'. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
S. Tables are based on a maximum wall height of 16' Including a 4' max. mansard or gable.
6. Spans may be Interpolated.
7. To convert spans to'C' and'D' exposure categories see exposure multipliers and example on Table 713 Page 3.
Example: Max.'L' for 2" x 4" x 0.050" hollow section with W = S-0" =11-0"
O
fn
W
Z
m
O
Q F
~
Z
0 W
OUO
(D WF
U
o
N
W Z) W
Z
O O
-J Z
U U
lb W
P- W Z
Q Ill
U Z W
2
0 J
ER Q-
RW0
co
O(L
U
a
LL
0
04
o
Z
0
N N
Q
N 04n10
, SEAL
-IEET
Table 1.10a 110 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 T.5
ForAreas In wind Zones of 110 M.P.H„ Exposure'B" or Less and Latitudes Below 30'30'-00" North
Uniform Load on Screen-4#ISF, Solid Roof =232 WSF and 300# Point Load Is Considered over (1) LF of Beam
c" o...... r_-- -A Cplf MaHrn R.-
Single Self -Mating
Beams
Trtbuta Load Width
10'-0' 1 12%0" 1 14'-0"
16'-0" 18'.0' 1 20'-0' 2Y-0" 24'-0"
Allowable Span W I Point Load
P or Uniform
Load
U , bendin
b or deflection Id
2" x S" x 0.050' x 0.100-
11'-11
Ub
I 11'$'
Ub
I 11'-Y
LI
11'-2'
Ub
10'-11
Ub
10'$'
Ub
10'S"
Ub
10'5'
Pb
2" x 6- x 0.050" -x0.120-
12'$
Ub
17-2-
Ub
11'-11
Ub
11'-7'
Ub
11'-0"
Ub
11'-2'
Ub
10'-11
Ub
I 10'-1"
Ud
2" x T x 0.055" x 0.120'
12-11
Ub
1Z-W
Ub
12'4-
Ub
12'4'
Ub
11'-10'
Ub
I 11'-T
Ub
2" x 8" x 0.072" x 0224"
18'-2'
Ub
1T$'
Ub
1T-3-
Ub
16'-11
Ub
16'$'
Ub
16'-T
Ub
15-Im
2" x 9" x 0.072" x 0204"
19'-2'
Ub
18'$'
Ub
18'3'
Ub
1T-10
Ub
1 T-5'
Ub
1T-1'
Ub
16'-2"
x 9- x 0.082- x 0.326"
23'-1'
Ub
22'-F
Ub
21'-11
Ub21'$'
Ub
21'-0-
Ub
20'-T
Ub
20'-'
0" 0.090" x 0.374"
2'x1 z
2T4'
Ub
Z6'$
Ub
2 6'-0'
U b
25 '-5'
Ub
24'-10
Ub
24'-4'
Ub
23'-
Note: . . -
1. If the solid panel Is greater or less than 10'-0', then the 12 the allowable screen root beam span shall be adjusted by the factor
of +/. 2 x 12 (the solid roof panel span difference between the actual and 1(Y-0"). The adjustment to the allowable screen roof
panel width Is applied as a plus tithe solid roof panel is larger than 10'-0' and minus H the solid roof panel is smaller than 1U-0'.
2. For span of'L' of beam; use screen panel width -W from drawing.
3. Load span =12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to'C' and 'D' exposure categories see exposure multipliers and example on page 141.
Table 1.10a 120 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 TS
For Areas In Wind Zones of 120 MP.H„ Exposure "B" or Less and Latitudes Below 30030'-00" North
Uniform Load on Screen - 4 #ISF, Solid Roof - 27A #ISF and 30D# Point Load Is Considered over (1) LF of Beam
S" I-- PnHpr pnd Splf Mafinn Rpam
Single Self -Mating
Beams
Tdbuta
Load Width
10'-0` 12'-0" 14'-0`
16'-0" 18'.. '201' 1 22'-0' 1 24'-0-
Allowable S an'L'/ Point Load
P or Uniform Load
U , bendin b or deflection d
2" x 5" x 0.050" x 0.100"
11'-3'
Ub
10'-11
Ub
10'-9'
Ub
10'-T
Ub
10'-0'
Ub
10'-2'
Ub
9'-11'
Ub
9'S'
Pb
2` x 6" x 0.050" x 0.120'
it'-9'
Ub
11.5"
Ub
IV3"
Ub
10'-11'
Ub
10'-9"
Ub
10'-7'
Ub
10'-5'
Ub
10'-1'
Ud
2" x 7" x 0.055" x 0.120"
12'-2"
Ub
11'-11
Ub
11'$'
Ub
11'S'
Ub
11'-3'
Ub
1 T-0"
Ub
10'-10'
Ub
10'-2'
Ud
2" x 8" x 0.072" x 0224"
IT-W
Ub
1G$'
Ub
16'4'
Ub
15-11
Ub
15'$'
Ub
155-
Ub
15-1'
UD
14'-5'
Ud
2" x 9" x 0.072" x 0204"
17"A l
Ub
1T-T
Ub
1T-2"
Ub
16'-10
Ub
16'$'
Ub
16-Y
Ub
15-11
Ub
15'-11
Ud
T x 9" x 0.082' x 0.326"
21'$'
Ub
21'-2'
Ub
20'-9'
Ub
204'
Ub
19'-11
lJb
19'-T
Ub
19'-Y
Ub
18'-9'
Ud
2" x 10' x 0.090" x 0.374'
25'$'
Ub
25'-1'
Ub
24'-7'
Ub
24'-1'
Ub
23'-T
Ub
2T-2'
Ub
22'-9"
Ub
I 22'S'
Ud
Note:
1. If the solid panel is greater or less than 10'-0". then the 112 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid mot panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof
panel width Is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0%
2. For span of of beam; use screen panel width 'W from drawing.
3. Load span =12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to'C' and 'D" exposure categories see exposure multipliers and example on page 141.
Table 1.10a 130 T 'Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 TS
For Areas In Wind Zones of 130 M.P.H., Exposure'B' or Less and Latitudes Below 30'30'-00" North
Uniform Load on Screen - 5 (#SF, Solid Roof= 322 #/SF and 300# Point Load Is Considered over (1) LF of Beam
.. C....... I-, --A .-K M„Rnn Room
Single Self -Mating
Beams
Tdbufa
Load width
10W IT-0' 14'-0•
16'-0' 18'-0' 1 20'-0" 22'-0" 2",
Allowable
Span *I: I Point Load
P or Uniform Load
U , bentlIn b or deflection
d
2" x 5" x 0.050" x 0.100"
10'-7'
Ub
10'-0•
2" x 6" x 0,050" x 0.120"
10'-11
Ub
10'-9'
Ub
10'-T
Ub
10'-S
Ub
10'3'
Ub
10'-1'
Ub
9'-11'
Ub
9'-9'
Ub
2" x T x 0,055" x 0A20"
11'S'
Ub
11'-3'
Ub
l l'-W
Ub
10'-10'
Ub
10'$'
Ub
10'5-
Ub
10.3-
Ub
10'-1'
Ub
2" x B" x 0.072" x 0224"
15'-11
Ub
15'$'
Ub
15'-T
Ub
15-1-
Ub
14'-1D
Ub
14'-7-
Ub
14'4-
Ub
14'-2'
Ub
2" x 9" x 0.072" x 0204"
16-10
Ub
16'S'
Ub
163'
Ub
15'-11
Ub
15'$'
Ub
16-5
Ub
15'-2'
Ub
14'-11
Ub
2" x 9" x 0.082" x 0.326"
20'4'
Ub
19'-11
Ub
19'-T
Ub
19'-2-
Ub
18'-10
Ub
18'-7'
Ub
18'-W
Ub
1T-11
Ub
2" x 10" x 0.090' x 0.374"
24'-1'
Ub
2T-T
Ub
23'-Y
Ub
22'-9-
Ub
22'4-
Ub
21'-11
Ub
21'-T
Ub
21.3"
Ub
Note:
1. If the solid panel Is greater or less than 10'-0'. then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 112 (the solid roof panel span difference between the actual and W-13"). The adjustment to the allowable screen roof
panel width Is applied as a plus If the solid roof panel Is larger than 10'-0' and minus if the solid hoof panel Is smaller than 10'-0".
2. For span of V of beam; use screen panel width W from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to'C" and'W exposure categories see exposure multipliers and example on page 14.
Table 1.1 Da 140 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
,Aluminum Alloy 6005 T5
for Areas In Wind Zones of 1404&2 M.P.H„ Exposure 'S" or Less and Latitudes Below 30'30'-00" North
Uniform Load on Screen - 6 f#SF, Solid Roof - 37.3 #ISF and 300# Point Load Is Considered over (1) LF of Beam
_" Q..- r ,.- pnd Cprf Maftnn Rpam '
Single Self -Mating
Beams
Trtbuta Load Width
10'-0" 12'-0" 14--0"
16'-0" 18'-0"1
201' 22'-0" 24'-0'.
Allowable
S n'U
/ Point Load
P or Uniform Load U
, bending b or deflection
d
2'x5-x0.050'x0.100"
9'-11'UD
I 9-9'
Ub
1 9-7'
Ub
9'-5'
Ub
9'4'
Ub
9'-2*
Ub
9' -0'
Ub
8-11'
Ub
2" x 6" x 0.050" x 0.120"
10'4'
Ub
10'-2'
Ub
10'-0'
Ub
9'-10'
Ub
9--8-Ub
9'-7-
Ub
9'-5-
Ub
9--3-
Ub
2" x T x 0.055' x 0.120"
10'-9'
Ub
10'-T
Ub
10--5-Ub
10'3'
Ub
10'-1'
Uh
9'-11"
Ub
9'-9'
Ub
9'$'
Ub
2" x 8" x 0.072" x 0224"
15'-1'
Ub
14'.9'
Ub
14'-T
Ub
14'4"
Ub
14'-1'
Ub
13'-11
Ub
13'$'
Ub
13'$'
Ub
2' x 9" x 0.072" x 0.204'
15'-11
Ub
1 S-T
Ub
154'
Ub
15-1"
Ub
14'-10
Ub
14'$'
Ub
14'S'
Ub
14'3'
Ub
2' x 9' x 0.082" x 0.326'
19'-2-
Ub
18'-10
Ub
1W1
Ub
18'-2'
Ub
11-11
Ub
17'$'
Ub
17'.5'
Ub
1i-2"
Ub
2' x 10" x 0.090" x 0.374'
OW
Ub
ZZ'3'
Ub
21'-11
Ub
21'-7'
Ub
21'3'
Ub
22'-lt
Ub
20'-7-
Ub
20'J'
Ub
Note:
1. If the solid panel Is greater or less than 10'-0', then the 12 the allowable screen roof beam span shag be adjusted by the factor
of +/- 2 x 12 (the solid mot panel span difference between the actual and 10'-0r'). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus if the solid roof panel is smaller than 10'-W.
2. For span of'L' of beam; use screen panel width -W from drawing.
3. Load span =12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to'C' and "D' exposure categories we exposure multipliers and example on page 1.0.
Table 1.10b 110 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 TS
For Areas in wind Zones of 110 M.P.H., Exposure "S" or Less and Latitudes Below W-W-00" North
Uniform Load on Screen - 4 WSF, Solid Roof- 232 #/SF and 300# Point Load Is Considered over (1) LF of Beam
7" Surer r"nffpr and Sptf Mafinn Rpam
Single Self -Mating
Beams
Tributary
Load WIdN
10'-0' 1 12'-0' 14.4-
16'-0" 1 18'-0" 1 20•-0" 1 22--0" 2W.O"
Allowable
S an'L'
/ Point Load
P or Uniform Load
U , bendlng_JbJ
or deflection
2' x 7" x 0.055" x 0.120"
15'-5'
Ub
15'-1'
Ub
14'-9'
Ub
14'-T
Ub
14'-l"
Ub
13'-9'
Ub
13'$'
Ub
1T-10
Ub
2" x 8" x 0.072" x 0.224'
T
lub
Ub
1
T3
1T
U
1'b
T-2'
U
2" x 9" x 0.072" x 0204'
$U
19'-1'
Ub18-2'
60
UbS
U
2" x 9" x 0.082" x 0.326"
24'4"
Ub
I 23'-9'
Ub
23'-2'
Ub
I 22'$'
Ub
I 2Z-2'
Ub
I 21'-9"
Ub
1 21'-0'
Ub
20'-11
Ub
2" x 10" x 0.090" x 0.374"
2T-11
Ud
I 27'$'
Ub
26'-10
Ub
I 26'3'
Ub
25'$'
Ub
25'-2'
Ub
I 24'$"
Ub
1 24'-2'
Ub
Note:
1. If the solid panel Is greater or less than 10'-0", then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 1(7-0'). The adjustment to the allowable screen roof
panel width is applied as a plus if the solid mot panel Is larger than I V-O' and minus if the solid roof panel is smaller than ITV.
2. For span of'L" of beam; use screen panel width'W' from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to "C' and 'D" exposure categories see exposure multipliers and example on page 14.
Table 1.10b 120 T Town & Country industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6005 TS
For Areas In wind Zones of 120 M.P.H., Exposure'B" or Less and Latitudes Below 30130'-00' North
Uniform Load on Screen = 4 #ISF, Solid Roof = 27A #ISF and 3000 Point Load Is Considered over (1) LF of Beam
r' s„npr 1-. f- and cplf Maim.. Rpam
Single Self -Mating
Beams
Tdhuta
Load Wldth
10'-0- 12'-0' 14'-0'
16'-0' 18'-0' 20'-0" 22'-0" 24'-0"
Allowable S pan I: / Point Load
P or Uniform Load U , bendin b or deflection d
2" x 7" x 0.055" x 0.120"
14'$'
Ub
2"
Ub 3'-11'
Ub
13'-7'
Ub
13'-0'
Ub
13'-1'
Ub
12'-10
Ub
12'-10
Ub
2" x 8" x 0.072" x 0224"
1F-9'
Ub
18'4'
Ub 17'-11
Ub
17'-7'
Ub
1T3'
Ub
16'-11
Ub
16'-7'
Ub
16'-2'
b
2" x 9" x 0.072" x 0204"
19'-2"
b
18'-9'
b 18'-5-
b
t8'-X
b
1T$'
b
1T4'
b
1T-0°
b
16'3"
b
2" x 9" x 0.082" x 0.326"
'-11
b
22'S'
b i'-11
b
21'-6'
b
21'-1'
b
2" x te" x 0.090-- 0.374"
2S5'
b
5-11
b
Note:
1. If the solid panel is greater or less than 10'-0', then the 1/2_the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof
panel width is applied as a plus if the wild roof panel is larger than 10'-W and minus if the solid roof panel is smaller than 10'4•.
2. For span of'L' of beam: use screen panel width'W' from drawing.
3. Load span = 12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to'C' and *D* exposure categories see exposure multipliers and example on page 141.
Table 1.10b 130 T Town & Country Industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6063 T$
For Areas In Wind Zones of 130 M.P.H., Exposure'B" or Less and Latitudes Below 30.30'-00" North
Uniform Load on Screen - 5 #ISF, Solid Roof w 32.2 WSF and 300# Point Load Is Considered over (1) LF of Beam
T' S.mpr C-ff-and Suif Mafinn Roam
Single Self -Mating
Beams
Tribute
Load Width
10'-0" 12'-0" 14'-0"
16'-0'I 18'-0` I 2D'-0' 1 22'-0" 1 24'-0`-
Allowable Span 'I: / Point Load
P or Uniform Load U , bending b or deflection
d
2' x 7" x 0.055" x 0.120
13'-7'
Ub
13'-0'
Ub
13'-1'
Ub
12'-10
Ub
12'$'
Ub
12'-5'
Ub
''
Ub
2" x 8" x 0.072" x 0224"
IT-7'
Ub
17'3'
Ub
16'-11
Ub
16'-T
Ub
16'4"
Ub
16'-1'
Ub
Ub
2" x 9" x 0.072" x 0.204"
18'-0"
Ub
17'$"
Ub
1T4'
Ub
1T-0'
Ub
16'-9'
Ub
16'S'
UbUb
�W-318'-11'Ub
2• x 9" x 0.082" x 0.326"
21'S'
Ub
21'-1'
Ub
20'$'
Ub
20'-3
Ub19'-11
Ub
19'-T
Ub
2" x 10" x 0.090" x 0.374"
24'-10
Ub
244
Ub
23'-11
Ub
I 23'-6-
Ub
I 23'4'
Ub
ZZ'$'
Ub
224'
Ub
21'-11
Ub
Note:
1. If the solid panel is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-W). The adjustment to the allowable screen roof
panel width Is applied as a plus if the solid roof panel Is larger than 10'-W and minus If the solid roof panel Is smaller than 10'-0'.
2. For span of'L' of beam; use screen panel width "W from drawing.
3. Load span =12 of screen beam length + 12 of solid roof span .
4. Spans may be interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to'C" and "D' exposure categodes see exposure multipliers and example on page 141.
Table 1.10b 140 T Town & Country industries, Inc.
6005 TCI Allowable Spans for Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
- Aluminum Alloy 6063 T6
for Areas In Wind Zones of 1404&2 M.P.H., Exposure'B" or Less and Latitudes Below 30'30'-00" North
Uniform Load on Screen = 6 #1SF, Solid Roof -37.3 WSF and 300# Point Load Is Considered over (1) LF of Beam
7" 3uner rnffer and Self Maf,n.. R-
Single So"ating
Beams
butary Load width
'10'-0" 1 '12'.0" 1 14'-0".'
1 16'-0" 1 18'-0" 1 2W4"
221-V 24'-0'
Allowable S an'L' I Point Load
P or Uniform Load U , bending
b or deflection d
2" x T x 0.055" x 0.120"
12'-10
Ub
12'-T
Ub
12'S'
Ub
12'-2'
Ub
17-0'
Ub
'
Ub
11'$'
Ub
2" x 8" x 0.072" x 0.224"
16'-T
Ub
16'-3'
Ub
16'-0'
Ub
15-9'
Ub
15'-6'
Ub
1"
Ub
14'-10
Ub
2" x 9• x 0.072" x 0.204"
16'-11
Ub
16W
Ub
16W
Ub
16'-2"
Ub
15'-11
Ub
5'
M212(Y-1VUb
Ub
15-2'
Ub
2' x 9" x 0.082' x 0.326"
20'-W
Ub
15-11
Ub
19'-T
Ub
19'3'
Ub
18-11
Ub
'
Ub
18'-1'
Ub
2` x 10" x 0.090" x 0.374"
23'5'
Ub
23'_0
Ub
Ub
22'3"
Ub
21'-11
Ub
"
Ub
20'-11
Ub
Now:
1. If the solid panel Is greater or less than 10'-0", then the 12 the allowable screen roof beam span shag be adjusted by the factor
of +/- 2 x 12 (the solid roof panel span difference between the actual and 10'-0'). The adjustment to the allowable screen roof
panel width Is applied as a plus if the solid roof panel is larger than 1U-0" and minus if the solid roof panel Is smaller than 10'-0'.
2. For span of'L' of beam; use screen panel width -W from drawing.
3. Load span =12 of screen beam length + 12 of solid roof span .
4. Spans may be Interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to "C" and "D' exposure categories we exposure multipliers and example on page 14L
l7
FZ
F-
W
O
LL
Q
W
On
O
t7
z
W
W
W
�Z
C9
Z
ul
• O
i LL
Z
Z
D�
O
Z Q
Q Z
H
W
2m
0W
OUo
(90U)
05 U W
CJ N
W lL Ib
Z r
W EYl.-
Z
W 0 Z
m W
W
U 0 O
0
�U)a-
\ :E
WCL
0
LL
f� 0 0
LL U)
D
t)
Z
O
C.4
LZ
W
Q
>
U
SHEET
Fm
I
L
E
C
y�
" r2"" Y
�•K
1 11• •
m
0
N
V
rn.
a
O
rY
(7
O
Z
K
W
W
z_
0
Z
W
W
Z
Z
W
m
•,♦.tom{
L
Table 22.1 Allowable AtWbutable Roof Area per Post
Wind Zone =
Avolled Load (#ISF)-
100 MPH 110 MPH
120 MPH
123 MPH
130 MPH 140-1 MP 140-2 MPH 150 MPH
16.60IfP 17.7#Ift
21.1#Ife
2#lft
4.8#Ift' 8.7#/ft° 30.9#/fe 33#/fe
Max.
eight
Max.
Load #
All." a
Roof Area
n square,
Feet for Various Loads on Post
3" x 3- x 0.060" Roll
Formed -
uminum Alloy
3105 H-14
r-0'
1 6110
368
345
1 290
275
1 246
1 213
1 198 1
185
8'-6"
4976
300
281
236
224
201
173
1 161
11 51
1o•-0'
3596
217
203
1 170
162
145
125
1 116
1 109
17•-6"
2719
164
154
1 129
122
110
95
1 88
1 82
13%0"
2128
128
120
1 101
96
86
74
69
64
140•6"
1710
103
97
81
77
69
fill
1 55
1 52
16%0"
1404
85
79
1 67
63
57
49
1 45 1
43
Max.
Height
Max.
Load #
Allowable
Roof Area
in Square
Feet for Various
Loads
on Post
3" x 3' x 0.060" Fluted
Hallow Extrusion
-Aluminum
6063
T-6
7'-0-
7575
456
428
359
341
305
264
245
230
B'-6"
5646
340
319
268
254
228
197
183
171
-0 10'"
4079
246
230
193
184
164
142
132
124
11'-6'
1 3085 '
185
174
146
139
124
107
100
93
13'-0"
1 2414
145
136
114
109
97
84
78
73
14'-0'
I 1940
117
110
92
87.
78
68
63
59
16'-0"
1 1594
96
90
76
72
64
56
52
48
Wind Zone -
Applied Load(NSF)=
100 MPH
110 MPH
120 MPH
123 MPH
130 MPH
1404 MPH
140-2 MPH
160 MPH
16.601ft
17.7#/it
21.1#IT
222#/11'
24.8#/fl
28.7#If-
309#/fP
33#/fN
Max.
Hal ht
Max.
Load
Allowable
Roof Area In
Square Feet
for Various
Loads
on Post
3' x 3" x 0.090"
Hollow
Extrusion
-Aluminum
Alloy 6063
T-0
7%0"
10680
643
506
481
431
372
346
324
8%6"
7244
436
343
326
292
252
234
220
10'-0"
5233
315
248
236
27
182
169
159
11'-6"
3957
238
L4O9
188
178
160
138
128
120
13%0"
3097
187
147
139
125
108
100
94
14'-0"
2489
160118
112
100
87
81
75
16'-0"
20"
123
97
92
82
71
66
62
Max.
Hel ht
Max.
Load (#)
oo a
n Square Feet
for Various
Loads
on Post
3"x 3n x (.125"
HoowE
-AumnumA
T
r-0"
14340
864
810
680
646
1 578
1 500
464
1 435
8,11"
9725
586
549
461
438
392
339
315
295
10'-0"
7027
423
3 77
333
317
283
245
227
21-3-
1 V.6"
5313
320
300
252
239
214
185
172
161
13'-0"
4158
250
235
197
187
168
145
135
126
3342
201
189
158
161
135
116
108
10
16'-0"
2745
165
155
130
124
ill
96
89
83
Max.
Height
Max.
Load (#)
135-w-515re7FElAmair
uare"
et tor various
Loads on
Post
4" x 4" x 0.125"
Hollow
Extruslon
-Aluminum
Alloy 6063
T-6
T-0"
26177
1577
1479
1241
1 1179
1 1056
1 912
1 847
793
8'-0"
23401
1410
1322
1109
1054
944
815
757
709
10'-0"
17191
1036
971
815
774
693
599
556
521
11'-0"
12999
783
734
616
586
524
453
421
394
13'4"
10172
613
575
482
458
410
1 354
329
308
14'-0"
8176
493
462
388
368
33tl
I 285
265
24t3
16%0"
6715
405
379
318
1 302
271
1 234
217
203
Notes:
1. Design must wdsly both height and area requirements.
2. Areas may be interpolated.
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 24/2d
Beam
She
Minimum
Post
Size
Max.#Thru-Bolts
@ Beam (a)
Max. #Thru-Bolts
@ Post Base (Note 5)
Minimum
Knee
Brace' (Note 5)
Mlminum#
Knee Brace
Screws- (Note 4)
Minimum
Stitching Screws
Spacing
1/4' S/16' 3/8" 12"
1/4' 5116' 318" 12'
Hollow Sections
2" x 4" 0.050" Tilt
3' x 3" x 0.060'
1 5
3
3
2
3
1 2
1 1
1 1
1 - 2' x 3' x 0.045'
3
1 #8
a 24' O.C.
2" x 4' x 0.050" Hollow
3' x 3• x 0.060'
1 7
5
4
3
5
1 3
1 3
1 3
1 2' x 3' x 0.045"
3
1 #8
@ 24" O.C.
Self -Mating Beams
2" x 4" x 0.044" x 0.100'
3' x 3' x 0.060-
5
4
2
2
5
3
3
1 2
1 2' x 3" x 0.045'
3
#8
@ 24" O.C.
2" x 5" x 0.050• x 0.116"
3' x 3' x 0.060"
7
5
3
3
5
3
3
2
1 2" x 3" x 0.045'
3
010
@ 24- O.C.
2" x 6" x 0.050" x 0.120"
3' x 3' x 0.060'
8
6
3
3
5
3
3
2
2' x 3" x 0.045"
3
#10
@ 24" O.C.
2" x 7' x 0.055" x 0.120"
3' x 3" x 0.093"
10
7
4
4
5
3
3
2
2" x 4" x 0.050'
3
#10
@ 24" O.C.
2" x 8" x 0.082" x 0.306'
3" x 3' x 0.125"
11
9
5
5
5
3
3
2
2" x 4' x 0.050'
3
#12
@ 24" O.C.
2" x 9' x 0.072" x 0.224"
3' x 3' x 0.125'
13
10
6
6
5
3
3
2
2' x 4' x 0.050'
3
#14 @
24' O.C.
2" x 9" x 0.082" x 0.306'
4' x 4' x 0.125'
13
11
6
6
7
5
4
3
2' x 4' x 0.05D"
3
#14 @
24- O.C.-
2" x 10" x 0.092" x 0.374"
4" x 4' x 0.125"
15
15
7
7
19
5
4
3
2' x 4' x 0.050'
4
#14 @
24- O.C.-
The minimum number of thin bolts Is (2)
1. • Minimum post(beam may be used as minimum knee brace
2. •' Fasten external screws or dips. See Details
3. -For screw she we wind zone chart
4. (2)1/4' Thru-Bolls maybe substituted for screws.
5. AN Thor -Boos shall have minimum 5/8' diameter washers and lock nuts.
Example:
Number of bolts required for 120 MPH, B' exposure, Attached (Endosed) structure; MWFRS Design Load 14 PSF
load width of post =12', post sparing =10', w2 =14 PSF
Post Uplift = 12' x 10' x 14' = 1680#
From Table 9.4A' use wall thickness of lesser member
Example: use Twall = 0.60'
Allowable Loads # Bolts R 'd • @ post base
beam
1/4' = 468# / bolt
3.52 use 4
yes
yes
5/16'=61091 bolt
2.75 use
yes
yes
3/8' = 731# / bog
2.29 use 3
yes
yes
12'=1,004#/bolt
1.67 use
yes
yes
' These values are good for post base & beam bolts
Material
Type
Top Edge In Direction
OfAppffed Load
& Center To Center
Side
Edge
Aluminum
2-12 D
1 D
Concrete
5 D
5 D
Wood
4 D
4 D
Knee Brace
Min. Length
eX
Lencith
2' x 2' x 0.044'
11'
2'-0"
2-x3'x OA45'
1'-0'
Z-6'
2' x 4' x 0.050'
1 11-6"
T-W
Table 2.4.1 Footings -Maximum Roof Area for Screened Enclosure One Side I Solid Roof Other Side
Wind Zone (MPH) -
100
1 110
120
1 123
130
1 1404
140-2
1 150
Attached Cover Uplift •
16.6 NSF
17.7 NSF
21.1 NSF
222 IF
24.8 NSF
28.7 WSF
309 WSF
33.0 NSF
Free Standing Uplift =
10 NSF
10 NSF
l l NSF
12 NSF
13 NSF
15 #!SF
15 NSF
17 NSF
Existing Slab on Grade wl unknown
rehrfcrcement in good repair
I 22
19
15
15
13
1 11
1 11
1 10
Isolated Footing
Dlmenslons"
Uplift
Rating bs.
Maximum Attributable Roof Area In Square Feet
V-0" x 1'-0" x 1'-0"
306
18
17
15
14
12
11
9
9
1'-41' x V-4" x 1'-"
597
36
34
28
27
24
21
18
18
1'-0" x 1'.6" x 1'-0"
799
48
45
37
36
32
28
24
24
V-8' x l'-8" x 2%0"
1,223
74
69
58
55
49
43
37
37
V-8" x 1'•8' x 2'-V
1,529
92
86
72
69
62
53
46
46
2'-0" x 2'-0" x 2'-0"
1,584
95
89
75
71
64
55
48
48
Ro" x T-0" x 2'-0'
1,980
119
112
94
89
80
69
60
60
2'-0" z 2'-6" x 2'b'
2,756
166
156
131
124
111
96
84
84
2'-6' x 2'-0" z 3'-0'
3,308
199
187
1 157
1 149
1 133
1 115
1 100
100
' Roof areas based on attached cover uplift loads.
Notes:
1. Isolated Footing Is a poured concrete rectangular solid (Length x Width x Depth).
2. Slab on grade must be new or In good condition.
3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below.
Pre -Cast Block Footing
Precast footing block (16" x 16" x 4" ) at 24" below grade with 80 # bag pne r lx concrete and backfilled to grade.
Wind Zone(MPH)=
100
1 110
120
1 123
1 130
1 1404
140-2
150
Attached Cover Uplift • =
16.6 NSF
17.7 NSF
21.1 NSF
222 #ISF
-24.8 NSF28.7
#/SF
309 #ISF
33.0 NSF
Free Standing Uplift =
10 #ISF
10 NSF
11 NSF
1 12 NSF
I 13 NSF
I 15 #ISF
15 NSF
17 NSF
Dimenslons'•
Rating Iba.
Maximum
Attributable
Roof Area In
Square Feet
1 x 80# Bag
1,734
110
103
86
1 82
73
63
55
55
(2) x 80# Bag
1,819
115
108
90
811
77
1 66
1 58
1 58
3) x 80# Bag
1.904
115
108
90
1 66
77
1 66
1 58
1 58
Note: Maximum uplift on post Is determined by multlpying maximum attributable roof area x applied load.
Example: Post tributary roof area = 77. Applied load for 110 MPH wind zone = 24NSq. FL, Uplift on post = T7 x 24 = 1,540#
Roof Area Conversion Multipliers
Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs
Wind Zone 100 110 120 123 130 1404 140-2 150
Roof Are a Multiplier 1 1.00 1 1.05 1 1.13 1 1.36 1 1.48 1 1.56 1.00 1.00
*COATED ALUMINUM
POST IN CONCRETE
#40 BAR 12" LONG
POURED CONCRETE
(REFER TO TABLE 2.4)
III
NOTE:
*POST SET IN CONCRETE OR ANY ALUMINUM THAT
WILL COME IN CONTACT WITH PRESSURE TREATED
WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR
BARRIERS.
1. PEAL AND SEAL OR OTHER WATER SEAL TAPE.
2. COVERED IN 0.006 MIL-15 # FELT PAPER PLASTIC
3. PAINTED WITH ROOFING CEMENT
ISOLATED FOOTING
Z
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Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 3 second wind oust at 110 MPH velocfly: usina deslan load of 13.0 XSF
Sections
T bate
Load Width 'W'=
Member s
acn
3'-0" 3'-0' 4'-0"
4'-0' 5-0"
5-0"
1 6'-0" 1 6'-0' 1 T-0" 7'-6'
Allowable
Height 'H' / bendln
'b' or deflection
*d'
2" x 2" x 0.044" Hollow
b
7'-11' b
7'-V b
6'-11, b
6'-8' b
3" x 2" x 0.045" Hollow
b
8'-8" b
8'-1' b1411'-Ta
b
7'-3' b
6'-11' b
6'-7' b
6'4- b
6'-1' b
5'-11" D
2" x 3^ x 0.045" Hollow
b
9'-10" b
9'-2' b
b
8'-2- b
T-10- b
T-6' b
T-2- b
6'-11"
2" x 3" x 0.060' Hollow
b
12'S' b
11'-7' b'
b
10'4' b
V-10" b
9'-5' D
9'-1' b
8'-9' b
8'-5' b
2" x 4" x 0.050^ Hollow
b
11'-10' b
11'-1' b
b
9'-111' b
W-W b
9'-1' b
81-8' b
8'-5" b
8'-l' b
2" x 5' x 0.062" Hollow
b
V'-11
1T3' b
16'-2" b
14W b
13'-9- b
13'-2' b
12'-8'
77-3' b
1'-10' b
2"x4"x0.046x 0.100" S.M.B.
b
14W' b
13'-7' b
" b
12'-2' b
1T-7" b
11'-1' b
10'-W b
10'3' b
9'-11' D
" 0100" S.M.B.
2"x5"x0.050 x .
b
1T-0' b
16'4' b'
b
14'-0' D
1 '-11- b
3
1T4- b
12'-70' b
12'4' b
1'-11- D
2" x 6" x 0.050" x 0.120" S.M.B.
' b
20'-3' b
18'-11' b
" b
16'-11' b
16'-2' b
15'-6' b
14'-10' b
14'4' b
T-10" b
2" x 7" x 0055" x 0.120" S,M,B.
b
24'J' b
22'-9" b
' b
20'4' b
t9'4' b
18-7- b
1T-10- b
17'-Y D
16'-7- b
2"x8^ x 0.072" x 0224" S.M.B.
b
29'-T b
27'-10- b'
b
24'-11' b
23'-9' b
22'-9' b
21'-10' D
21'-0" D
20'4- b
2" x 9" x 0.072" x 0.224" S.M.B-
37-3- b
34'5' b
32'3' D
b
28'-10' b
27'-0•
2F-3' b
24'4- b
23'-6 b
Z" x 9^ x 0.082- x 0.310" S.M.B.
41'S• b
38'S' b
35'-11' b
1' b
37-2' b
30'-0' b
29'4' b
2&-3' b
27'-2" b
26'-3- b
2" x 10" x 0.092" x 0.369" S.M.B.
53'-11' d
51'-0- d
49'-0' d
d
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.2120 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries,Inc.
Aluminum Alloy 6005 T-5
For 3 second wind oust at 120 MPH veloclty: usina desion load of 15.0 XSF
Sections
dbuta
oa
ldthW= emberSpachrok
1 4'-6'
5'-0" 1 5'-0" 1
6'-0" 1 6'.6" 1 7'-0" 7'-0"
Allowable
Height 'H'
I b.ndIna b' or defle
on'd'
2" x 2" x 0.044" Hollow
b
7'S' b
6'-11' b
6'-6' b
6'-2' D
5'-11' b
5'-B' b
5'-5' b
5'-3' b
5'-0' ❑
3^ x 2" x 0.045" Hollow
b
8'-0' bR25�11"
b
7'-1' ❑
6'-9' b
6'-5' b
6'-2' b
5'-11- b
5'-8" b
5'-6' b
2' x 3" x 0.045" Hallow
b
9'-2' 6
b
8'-1' b
T-8' b
T-3' h
6'-11' b
6'-a' b
2" x 3" x 0.060" Hollow
b
1 V-6" b
b
10'-2' b
9'-8' b
9'-2' b
8'-10' b
8'S' b
2" x 4" x 0.050" Hollow
' b
I V-0" b
" b
9'-9" b
9'-3' b
8'-10' b
8'-5' b
8'-7' b
T-10' b
7'-6- b
2" x 5" x 0.062" Hollow
b
929'-11'
16'-1' b
" b
14'-2" b
13'5' b
2'-10" b
12'-3" D
W-10" b
11'4" b
10'-11' b
2" x 4" x 0.046 x 0.100" S.M.B.
b
IT-6" b
b
11'-17" b
11'4- b
0'-10- b
10'4" b
9'-11" b
9'-T b
9'J' b
2" x 5" x 0.050" x 0.100" S.M.B.
b
16' 3" b
' D
14'4" b
13W* b
2'-11' b
12'-5' b
11'-11" b
1 V-6' b
11'-1" D
2" x 6" x 0.050" x 0.120" S.M.B.
b
18'-10- b
' b
16'-8- b
15'-9' b
15'-0' D
14'-5' b
1T-10' b
13'4' D
2'-71" b
2^ x 7' x 0.055" x 0.120^ S.M.B.
b
27-7- b
' b
19'-11' b
18'-11' b
18'-0' ❑
1 T.9' b
16'-T b
15'-11- b
15'-5' b
2" x 8' x 0.072^ x 0224" S.M.B.
' b
27'-8' b
1" b
24'-5' b
23'-2' b
22'-1" b
21'-2' b
20'4' b
19'-7' b
1&-11' b
2" x 9" z 0.072' x 0224" S.M.B.
34'�' b
32'-7' b
b
28'3' b
26'-10' b
25'-7' b
24'-6" b
2T-6" b
22'-8b
21'-11' b
2"x 9" x 0.082" x 0.310- S.M.B.
38'-8' b
35'-10" b
" b
31'-7'b
29'-11" b
28'-7' b
274' b
25'3" b
25-4' b
24-5" b
2" x 70" x 0.092- x 0.369" S.M.B.
51'-5' d
48•-10- d
'
44'-0" b
41'-11" b
40'-0' b
38'4' b
36'- 0- D
35'-Bw b
34'-3' b
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.2130 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T5
Fora second wind gust at 130 MPH loci ; usinu desl n load of 18.0 #ISF
Sections
Tribute
Load Wldth'1M
Member S
ac n
T-0" T-6- 4'-0"
4'-6" 5'-0'
Allowable
Height 'H' I bendlnq
'b' or deflection'd'
2" z 2' x 0.044" Hollow
7'3' b
1 6'-9' bV-8'
b
b
5'3' b
5'4' b
5'-2' b
4'-11' b
4'-9' b
3" x 2" x 0.045" Hollow
T-11" b
7'4' b
" bb
V-2" b
5'-10' b
5'-7' b
5'-5' b
S-2" b
2" x 3" x 0.045" Hollow
9'-0' b
8'4' b
' bb
6'-11' b
6'-6' b
6'4' b
6'-7' b
5'-11' bb
2" x 3" x 0.060" Hollow
11'4' b
IV-6" b
" bb
8'-10-b
8'-5-b
B'-0' b
7'-9' b
7'-5' bb2"
x 4" x 0,050" Hollow
10'-11' b
10'-1" b"
b
b
8'-5' b
8'-0" b
T-8' b
T-5' b
7'-1' b
b2"
x 5" x 0.062" Hollow
19-10' b
14'-B' b
' b
' b
E6b
12'3' b
11'-8' b
11'-3" b
10'-9' b
10'-5' b
E5b
b2^
x 4^x0.046x0.100" S.M.B.
13'4- b
12'4-b
- b
- D
10'4-b
9'-10-b
9'-5- D
9'-l' D
8-9' Db2-
x 5^ x 0.050" x 0.100" S.M.B.
16'-1- b
14'-10' b
1- b
b
12'-5- b
7'-10' b
11'4" b
0'-11' b
10.6- ❑
b2"x6'x0.050"x0.120"
S.M.B.
W-7- b
17-Xb
" b
b
14'-5" b
13'-9" b
IT-2- b
12'-8" b
12'-2' b
b2"
x 7' x 0.055" x 0.120" S.M.B.
22'4'
20'-8' b
" b
b
17'-3- b
16'-6' b
15'-9" b
15'-2" b
14'-7' b
b
2" x 8" x 0.072" x 0224" S.M.B.
27'4' b
25'3" b
' b
22'-4' b
21'-2' b
20-2' b
79'4' b
19-7' b
17'-11' b
17'J" b2"x9^x0.072"x0224"
S.M.B.
3 'S' b
29'3" b
- b
25'-10- D
24'S' b
23'4' D
22'4' b
2 '-6' b
20'-8' D
20'-0' ❑
2"x9"x0.082'x0.310" S.M.B.3'
b
b
2" x 10" x 0.092" x 0.359" S.M.B.
4t'S- tl
45'-10" b
42'-1w b
40'5' b
38'4' 0
36'-6' b
34'-11' b
33'-7' b
3T-5' b
31'3' b
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A2140 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T5
For 3 second w(nd mtet at Ian MPH vafociN: umna daslan load of 21.0 #lSF
Sections
TrIbutary
Load Width
Wlr= Member Spacing
3'-0' 1 T-6- 4'Z-
1 4'-6' 1
V-0" 5'-6' I 6'-0"1 6'-6' 1 T-0" T-6'
Allowable
Hai ht'H'/bendln
'b'ordeflectton'd'
'
2" x 2^ x 0.044' Hollow
b
6'-3' b
5'-10' b
5'-0' b
5'3' b
4'-11' b
4'-9"
4'-7" b
4'-5' b
4'3' b
3" z 2" x 0.045" Hollow
b
6'-9- b
6'4" b
5'-11' b
5'-8' b
5'S' b
5'-2' b
4'-11' b
4'-70' b
4'-8' b
2" z 3" x 0.045" Hollow
b
7'-9' b
T-3' b
8'-10' b
6'S" b
6'-2' b
5'-11' b
5'3' b
5'-5' b
5'3' . b
2" x 3" x 0.060" Hollow
b
9'-9' b
T-1' b
8'-7' b
8'-2' b
T-9' b
T-5" b
T-2' b
6'-11' b
6'-8' b
2" x 4" x 0.050" Hollow
b
9'A- b
8'-9' b
8'-3' b
T-10- b
T-5- b
7'-1- b
6'-10' b
6W- b
6'4' b
2" x 5" x 0.062^ Ho low
b
13'-7' b
1Z'-9' b
17'-11- b
11'4' b
10'-10' b
10'5' b
9'-11" b
9'-T b
9'J' b
2" x 4' x 0.046 x 0.100" S.M.B.
D
P""
115' b
10'-W b
10'-1' b
9'-7' b
9'-Y b
8'-9" b
8'S' b
8'-l' b
T-10' b
2" x 5" x 0.050" x 0.100" S.M.B..'
b
13'-9' b
7- 0' b
12'-2' b
11'S' b
10'-11' b
10'S" b
10'-1' b
9'-9-
2" x 6' x 0.050" x 0.120" S.M.B.
- b
15'-11" b
4'-11' b
14'-1' b
13'4- b
12'-9' b
12'-2' b
11'-8' b
11--W
10'-11' b
0.055^ x 0.120' S.M.B.
'
19'-1' b
17'-70' D
16'- 0' b
75'-11' b
15'-0' b
14'-7' b
14'-0' b
13'S' D
13'-1' b
2" x 8" x 0.072" x 0224" S.M.B.
b
2N-6' b
21'-71' b
20'-8' b
19'-T b
1 B'-6b
1T-11' b
77'-2' b
16W- b
15'-11" b
2" x 9' x 0.072" x 0224" S.M.B.
- b
2T-1' b
25'4' b
23'-11' b
22'-8' b
21'-8b
20'-8b
19b
19'-2- b
18'-0- b
2^x9" x 0.082" x 0.310" S.M.B.
' b
Xr3' b
28'-4- b
26'-0' b
25'4' b
24'-2' D
23--1' b
Z7-2- b
ZT-5' b
20'-8' b
2" x 10^ x 0.092" x 0.369' S.M.B.
45'-10' b
4Z-5' b
39-0' b
37'S' b
35'-6' b
33'-10- b
32'-5' b
13V-1' b
29'-11' b
29-11" b
Notes:
7. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be Interpolated.
i
f(9
m ul
t ALUMINUM / STEEL COLUMN
2" x 2" WITH WALL THICKNESS
ANCHORS (SEE SECTION 9) EQUAL TO OR GREATER THAN
COLUMN WALL
CONCRETE SLAB OR FOOTING a MAX CONCRETE ANCHORS
(SEE TABLE NEXT PAGE)•
' FOR POST CONNECTIONS TO WOOD DECKS (2- NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8- EMBEDMENT)
Notes:
1. Angles or U-Channels shall be a minimum of 2-1/8" In height and shall be 0.125" 6063 T-6 extruded alloy or
0.125" 5052 H-32 break formed alloy.
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL ANGLE CLIPS
ATTACHMENT DETAILS a
ALUMINUM / STEEL COLUMN
SHOWN REQUIRE DIAGONAL
BRACING FOR m
FREE-STANDING COVERS A
INTERNAL EXTRUDED
ALUMINUM BASE OR BREAK
CORROSION RESISTIVE STEEL
=
FORMED U-CLIP
THRU BOLT PER SCHEDULE
' (4) MAX. 114" X 2-1/2" WEDGE
CONCRETE SLAB OR FOOTING
BOLT OR EQ- (SEE TABLE
BELOW FOR NUMBER OF
BOLTS
TYPE 1 POST TO CONCRETE CONNECTION
TUBE COLUMN BASE SCHEMATIC INTERNAL BASE
ATTACHMENT DETAILS
SHOWN REQUIRE DIAGONAL
BRACING FOR
FREESTANDING COVERSt
CORROSION RESISTIVE STEEL
THRU BOLT PER SCHEDULE
CONCRETE SLAB OR FOOTING
ALUMINUM / STEEL COLUMN
EXTERNAL BREAK FORMED
ALUMINUM BASE OR BREAK
FORMED U-CLIP
(8) MAX. 1/4" X 2-1/2" WEDGE
BOLT OR EQ. (SEE TABLE
BELOW FOR NUMBER OF
BOLTS)
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS.
NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125" 6063 T 6
EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY
TYPE 11 POST TO CONCRETE CONNECTION
BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE
w
i
m�
N t ALUMINUM/STEEL COLUMN
'U' CHANNEL
(SEE SECTION 9 FOR
ANCHORS (SEE SECTION 9) CONNECTIONS)
a•• MAX. CONCRETE ANCHORS
CONCRETE SLAB OR FOOTING (SEE TABLE NEXT PAGEr
' FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
Number of Wedge Bolts (POWERS or Equal) for Super Base Connection
Wind
Zone (MPH)
Wind
uptlR (PSF)
Post Sparing / Number of Fasteners
8'-0"
10'-0"
12'-0"
14'4'
W-13"
1 18'-0'
1 20'-0'
100
16.6
2
2
3
1 3
4
4
1 5'
110
17.7
2
2
3
3
4
4
5'
120
21.1
2
3
3
4
5'
5'
6'
123
222
2
3
4
4
5'
5'
6'
130
24.8
3
3
4
5'
5'
6'
7'
1404&2
28.7
3
4
5'
5'
6'
7'
8'
150
33.0
4
5'
5'
6'
7'
8'
9"
For connections that require more than (4) fasteners use type II base. " For
connections that require more than eight bolts use the'Super Base'.
Note: Allowable load on 1/4' x 2-12' Wedge Bolt or EquIv. Q 5d is 878#.
Example for Base Connection: # of anchors = area over post' applied load /
allowable load on anchor
For a 30' x 16' carport with 2' overhang in a 120 MPH wind zone,'B' exposure the load
width on the front wall is:
15 / 2 + 2' =10', assume posts are at 10' O.C. then area = 100 SF and the applied load is
21.1 PSF x 100 SF = 2110# fora 3x3'x0.060" post
Allowable load for wedge bolts 878# each, 2110# / 878# = 2A souse (3) wedge bolts
z_
K
d
ll_
O
Q
W
O
Z
Z
K
w
„Z
3
Z
W
2^
IV
mm
Z 6
=u
� am
2
ZQ a
r E
oa
Z Q
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GENERAL NOTES AND SPECIFICATONS
1. Certain of the following structures are designed to be married to Site Built block, wood frame
or DCA approved modular structures of adquate structural capacity. The contractor / home
owner shall verify that the host structure is in good condition and of sufficient strength to hold
the proposed addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect, engineer or certified home inspection company to verify host
structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill
head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard"
shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product
Is known, use the 'Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be
checked and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested,
performed well in either test The composite panel tables are based on bending properties
determined at a deflection limit of L/180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on
unless plywood is laid across the ribs. Pans have been tested and perform !letter in wind uplift
loads than dead load + live loads. Spans for pans are based on deflection of L/80 for high
wind zone criteria
9. Interior walls & ceilings of composite panels may have 112" sheet rock added by securing the
sheet rock w/ 1' fine thread sheet rock screws at 16" O.C. each wa
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in
inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in
Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/
silicon sealent. Panel area around screws and washers shall be cleaned with xylene (xyiol) or
other solvent based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder
coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood shall be coated w/ protective paint or
bituminous materials that are placed between the materials listed above. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8A.6 of the Florida Building
Code or Corobound Cold Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic
stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel
fasteners only fasteners that are warrantied as corrosive resistant shall be used: Unprotected
steel fasteners shall not be used.
SECTION 7 DESIGN STATEMENT
The roof systems are main force resisting systems and components and cladding in conformance with
The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads
for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 39; roof slope 0
to 20"; 1= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms and I =1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All
pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a
minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH
wind zones. The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind
zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass
and modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Open Structures
Mono Sloped
1- 0.87 for 90 to 100 MPH
1= 0.77 for 100 to 150 MPH
KCpI=0.00 Zone
loads reduced by 2516
Screen Rooms
& Attached Covers
1- 0.87 for 90 to 100 MPH
I= 0.77 for 100 to 150 MPH
KCpI-0.00 Zone
Glass & Modular
Enclosed Rooms
& Roof Ovens
1=1.00
KCpl=0.18 Zone
Overhang / Cantilever
All Rooms
1-1.00
KCpI=0.18 Zone
Basic Wind
Pressure
Effective
50
20
Area
10
Basic Wind
Pressure
Effective
5o
20
Area
10
Basic Wind
Pressure
Effective
50
20
Area
10
Basic wind
Pressure
Effective
50 20
Area
10
100 MPH
13
13
1 16
1 25
17
20
23
26
17
23
27
30
17
27
38
45
110 MPH
14
14
17
1 20
18
21
25
28
18
27
32
36
18
33
46
55
120 MPH
17
17
20
23
22
25
30
33
22
32
39
43
22
39
54
65
123 MPH
18
17
21
24
23
26
32
35
23
34
41
45
23
41
57
69
130 MPH
20
20
23
27
26
29
35
39
26
38
45
51
26
46
64
77
140-1 MPH
23
23
27
31
30
34
40
46
30
44
53
59
30
53
74
89
140-2 MPH
23-
23
27
31
130
34
40
46
30
44
53
58
30
54
74
89
150 MPH
26"
26
32
36
34
39
46
52
34
51
60
68
34
61
65
102
- Minimum live load of W PSF controls In high v4nd velocity zones.
To convert from the Exposure'B" loads above to Exposure "C" or "D" see Table 7A on the this page.
Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with
a 2' overhang. Any greater load width shall be site specific.
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B' to "C' &'D•
Mean Roof
Height•
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending I Deflection
Bending
Deflection
0 -15,
121
0.91
1 0.94
1.47
0.83
0.88
15' - 20'
129
0.88
1 0.92
1.54
0.81
0.87
20' -25'
1.34
0.86
0.91
1.60
0.79
0.86
25'-30'
1A0
0.85
1 0.89
1.66
0.78
0.85
30'-40'
1.37
0.85
1 0.90
1.01
0.79
0.85
" Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
Conversion Table 713 from Enclosed to Partially Enclosed Building Classification
Exposure"B"
Multipliers for Roofs
Loads Sans
Deflection 1.03 0.92
Bending 1.05 0.90
2" x S.M.B.
1"x2"x0.0413•
PATIO EXTRUSION
1/4" x 1-1/2" S.M.S. SIDE
OF BEAM & 24" O.C.
TRUFAST HD x ("t" + 10)
FASTENER @ 8.O.C.
FOR UP TO 130 MPH
WIND SPEED; 6" O.C.
FOR ABOVE 130 MPH
AND UP TO 150
MPH WIND SPEED
3" COMPOSITE PANEL
#14 TEK SCREWS
(4) EACH BRACKET
5" SUPER GUTTER
BRACKET
6' WIDE AT EACH
BEAM AND MID -SPAN
0.95" BEAM GUTTER
3" x 3" x 0.090"
COLUMN
SUPER
GUTTER
40
U
TRUFAST SIP HD FASTENERS
W/ 1-1/4"0 FENDER WASHERS
@ 8. O.C. UP TO 130 -D-
@ 6. O.C. 130 "D- AND UP TO
150 MPH "D" EXPOSURES
(LENGTH = PANEL THICKNESS
+1") @ ROOF BEARING
ELEMENT(SHOWN)AND
24" O.C. @ NON BEARING
2" WIDE x 0.050' (MIN.) STRAP ELEMENT (SIDE WALLS)
SPACING PER LOCATION MAX"
DETAIL PAGE 1-24 1-1/2• x 3' x 124"" M X 0.050•
#10 x 1/2• TEK SCREWS RECEIVING CHANNEL W/ (1)
@ 8" O C. #10xl/2" TEK SCREW @ 8" O.C.
ROOF PANEL
(PER TABLES
SECTION 7)
® TRUFAST HD
SIPS FASTENER
.... ........ .........
® 1-1/2' x 1-1/2" x 1/4" ANGLE -
EXTRUDED OR W/ (2) #10xl/2" TEK SCREWS
e e SUPER GUTTER @ 8.O.C.
ANGLE OR -
RECEIVING CHANNEL SUPPORTING BEAM
(SEE TABLES SECTION 9) (PER TABLES)
ALTERNATE RECEIVING
CHANNEL 2-1/8• x 1' W/
(2) #8 x 1/2- S.M.S. EACH SIDE
OF BEAM AND BEAM TAIL
REMOVED
SELF -MATING BEAM POST AS REQUIRED
SIZE VARIES (PER TABLE 2.3)
WITHOUT SITE SPECIFIC ENGINEERING
Notes:
1. Variations of Super Gutter attachments maybe modified to attach to composite roof system.
2. Caulk all exposed screw heads.
3. Can not be used in conjuntion with moment connection.
4. All solid roofs shall drain to gutter and away from host structure.
CONNECTION TO SUPER OR EXTRUDED GUTTER WITH COMPOSITE PANEL
COMPOSITE
PANELS SHALL BE
THRU SCREWED
THRU THE ENDCAP
AND INTO
THE GUTTER
TRUFAST
HD SIPS
FASTENER
SUPPORTING
BEAM
(PER TABLES)
W w 2• x 2" x 0.125" ANGLES W/
(3)1/4"THRU-BOLTS
O O THROUGH ROOF BEAM
AND(3) #14 TEK SCREWS POST AS
TO GUTTER (EACH SIDE) REQUIRED
2" x W x 0.125• ANGLE EACH (PER TABLE 2.3)
SIDE W/ 3/8" THRU-BOLTS &
WASHERS TO GUTTER AND
3/8' THRU-BOLTS TO POST
Notes:
1. Can not be used In conjunction with moment connection.
2. All solid roofs shall drain to gutter and away from host structure.
ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER GUTTER
24" MA
SOLID COVI
ATTACHI
(PI
SECTION
(2) #10 x
SUPER OR I
GUTTER ATT
BEAM WITH 2
S.M.S.SELEC
SECTION 9
SIZE SPACED
FOR ALLOWABLE SPANS OF
SUPER OR EXTRUDED
GUTTER AND CARRIER
BEAM (SEE TABLE 1.10)
Notes: 1. Beam may be attached to super gutter and solid roof to self -mating ItLE. or
ferrule is provided at each beam.
2. Can not be used in conjunction with moment connection.
3. All solid roofs shall drain to gutter and away from host structure.
SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF !
BREAK FORMED OR
EXTRUDED END CAP W/
„ .ram .... OOF OR
= PANEL.
t00F.
:FORMED
P OR
4P W/(2)
R 1/4"THRU- O
OR EQUAL z
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,TION
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EAND WASHER
SCf;EWS (PER:
SECTION 9)
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EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12- O.C.
#8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL.
EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR �- S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION y
FOR MASONRY USE: •::� :•:�::�::
(2)1/4' x 1-1/4' MASONRY
ANCHOR OR EQUAL @ 12" O.C.-�=-;'u'�; •::;•�:
FOR WOOD USE:
#14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C. FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" =1'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY.15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS -
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "I". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 140 150
t/8 1 #10 #12 #12
#8 x 1IT ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
s" 10"
3" COMPOSITE ROOF PANEL /
(SEE SPAN TABLE) /
STRIP SEALANT BETWEEN
FASCIA AND HEADER
7
1/2"SHEET ROCK FASTEN TO
PANEL W/1" FINE THREAD
SHEET ROCK SCREWS @ 16"
WHEN SEPARATION BETWEEN
O.C. EACH WAY
DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD
LESS THAN 3/4" THE FLASHING
BE A MIN. OF 1" BACK FROM
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16' .019 MIL COIL.
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
MORE THAN 1' THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED_ 12"
.03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" = T-0"
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
iv THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
N MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
1" FASCIA (MIN.)
#10 x 1-1/2" S.M.S. @ 16" O.C.
0.040" ANGLE W/ #8 x 1/2"
S.M.S. @ 4" O.C.
r COMPOSITE ROOF PANEL
HEADER (SEE NOTE BELOW)
#8 x (d+1/2') S.M.S. @ 8" O.C.
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
#10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12- O.C.
COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
#8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
#8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF:
#8 x "I" +1/2' LAG SCREWS W/
1-1/4"0 FENDER WASHERS @
W O.C. THRU PANEL INTO 2 x 2
2' X 2' x 0.044" HOLLOW EXT.
5/16'0 x 4' LONG (MIN.) LAG
SCREW FOR 1-1/2"
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("C + 3/4") AT 8"
O.C. FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP
TO A 150 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" =1'-0"
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE i
EXISTING TRUSS OR RAFTER
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
#10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
(MIN. SLOPE 1/4" : l')
1/2" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = V-0'
CAULK EXPOSED SCREW
HEADS
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
#10 x 2" S.M.S. @ 24" O.C.
OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 1/2
WAY BETWEEN EACH SIDE W/
(3) #10 x 2' INTO FASCIA AND
(3) #10 x 314" INTO GUTTER
OPTION 2:
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1/2"O
SCH.40 PVC FERRULE
::.:••:.:: 3" COMPOSITE ROOF PANEL
= { (MIN. SLOPE 1/4":1)
EXTRU
EXISTING TRUSS OR RAFf_/ DED OR
TER SUPER GUTTER
EXISTING FASCIA
3" HEADER EXTRUSION
FASTEN TO -PANEL W/
#8 x 1/2" S.M.S. EACH SIDE
SEALANT
@ 12" O.C. AND FASTEN TO
GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" = V-0"
GUTTER BRACE @ 2'-0" O/C
CAULK
SLOPE
I
(2) #10 x 1/2" S.M.S. @ 16' O/C
FROM GUTTER TO BEAM
O
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WATER RELIEF
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SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL 21
SCALE: 2' = l'-0" 12-01-2009 OF
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FLASHING 0.024" OR 26 GA.
GALV.
2" x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A• TO
FASCIA W/ 2-318" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
�-AK B
SELECT PANEL DEPTH ALUMINUM SKIN
FROM TABLES
E.P.S. CORE
J
W 0-SIDE CONNECTIONS VARY
a o :::1—
A--
(DO NOT AFFECT SPANS)
d`-- 48.0
COMPOSITE
ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = V-0"
MPH
I I f I
I I I
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100
s anfload• s aMoad• sparoad•
1&-4' 13 17•-2' 13 16'-T 13
s anfioad• s aMoad• s aMoad•
11•-5' 23 1Z-9' 23 12'A• 23
s anlload•
10'-0• 27
s aMoad•
11'-9° 30
s aMoad•
11'4S 27
Roofs
4'-0" 45
Q 0 Z
110
13'-F 17 1V-8" 14 16'-1' 14
10'-11- 25 12'3- 25 11'-10' 25
9'-2- 36
10'-10" 36
10'-0" 32
T-8; 55
n � O
A = WIDTH REQ. FOR GUTTER
120
12'-2• 20 15•-1- 17 13'-2' 20
9'-6- 33 11•-2' 30 10'-10' 30
8'•4- 43
91-4 39
9'-0• 43
3'S' 65
Z Q (•-
B= OVERHANG DIMENSION
123
130
11'-1T 21 13'4' 21 1r-10" 21
1t'-4- 23 1Z-8" 23 12•-3' 23
9.3" 35 10•-11" 32 10'-T 32
8'-9" 39 10'-4- 35 9'-6' 39
8'-2• 45
7'S' S1
F-1' 41
B'-7' 45
8•-9• 45
8'3' 51
3•-0" 6s
7-1" 77
Q Z (0 W O
140-1
10'-6' 27 11'-9' 27 11'-Y 27
8'-1- 46 9'-0' 46 8'-9' 46
7'-0'
'5
2'-11' 89
0
BEAM TO WALL CONNECTION:
140-2
10'-0" 27 11'-9' 27 11'-5' 27
6'-1- a6 9'-0' 4s 8'-9' 4s
T-2- 5s
T-17" 53
T-8• 5s
r-1 r 89
Z 0 (A
2" 2' 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALLW! MIN. 3l8" 2"
150
s'-z" 3s loar 3z 10'-7- 32
T-7- 52 6'-5- 52 e'-2• 52
6'-6- 68
rs so
r-r ss
2'-9 102
C� p U O
(2) x x (2) x
3" x 48'
x o.030" Panels Aluminum Allo 3105
Core Density Foam
H-14 or H-25 1cr
07 U 0 0 N
LAG SCREWS PER SIDE OR (2)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD 1 ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3'
()
Wind
Open Structures
Mono -Sloped ed Roof
en
Screen Rooms
& Attached Covers
Glass
8 Modular Roams
Enclosed
Overhang
Cantilever
W LL rt Z r
p 0 a
Zone
182 3 4
182 3 4
1&2
3
4
All
-
(MPH)
s aMoad• s anfload• s annoad•
s aMoad• s ardload• s aMoad•
s Moad•
s aMoad•
s anfload•
Roofs
U) 0 J J F'
1-314" 1-0/4' 1/8' INTERNAL U CLIP ATTACHED TO WOOD WALL W/MIN.
100
78'-2' 13 20'-0' 13 19'-7' 73
13'-0' 23 16'-Y 20 15'-8' 20
17.6' 27
15'-1' 23
13'-0" 27
4'-0' 45
W a W Z
p
(ALTERNATE) (1)1-3l4' x x x (3)
110
1r-8• 14 1s•-9" 14 19'-r 14
12'-1 V 25 15-10- z1 1s'3 21
111- 32
12'-10' 32
1r-5 32
aw 5s
Ix Z W
m
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4' x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
120
16-11" 17 17•-10" 17 17.3" 17
tr-10' 30 13'3- 30 12'-s' 30
1os" 39
1 r-7 3s
1 r3" 3s
a'-0 s5
p Q
MASONRY WALLADD (1)ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGERTHAN 3-
123
16-6- 17 17'-0- 17 16-9- 17
11• r 32 12•-t1• 32 17-0 132
9•-7- 45
114' 41
10'-11• a1
a Q W
130
13'" 23 W-5" 20 15'-10' 20
S
W-11' 35 1Z-T 35 11'-10• 35
-1
9'- 51
19-10' 45
10'-5" 45
3'-8' 77
U LL p J
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
i4o•z
12�- 27 isJ" 23 13-6' 27
9-7r" 46 115' 40 ii-i ao
19'S'
9=� s9
3s' es
_
= U W
SCALE 2" = V-0"
150
11W" 32 1r-11- 32 12'-6• 32
ti'-11• 52 10'-8- 46 10'-0' 146
0-5- 59
T-10• 68
59
T-9- 68
8'-0' 68
Y-3' 102
a 0 0
4" x 48"
x 0.024" Panels Aluminum Alloy 3105
H-14 or H-25 1.0 EPS Core Density Foam
-
(� 0 a U, (n
Wind
Open Structures
Screen Rooms
Glass
& Mod u ar Rooms
Overhang
Mono -Sloped ed of
8 Attached Covers
Enclosed
Cantilever
0 O O
WHEN FASTENING TO
Zone
MPH
1&2 3 4
s annoad• s aMoad• s artnoad•
1&2 3 4
s anfload• spas anlload"
182
s aMoad•
3
spa
4
Spa
All
Roofs
D O c,
z Z 0 N N
ALUMINUM USE TRUFAST HD x
100
1T-9' 13 19'-10- 13 19'-2" t3
14'-2- 23 15'-10- 20 15'3" z0
13'-2' z7
to-s' z7
1a3 27
a:0 as
W U _
t + 3/4" AT 8" O.C. FOR UP TO
(" " ) FOR PAN ROOFS:
110
17'3- 14 19'3" 14 18'-7" 14
13'-10- 25 15'-5- 21 14'-11- 25
11'-2" 32
13'-7' 32
1T-2' 32
4' 0" 55
W ~
130 MPH WIND SPEED
120
15'-7' 17 1T-5' 17 76'-10' 17
72'-8" 30 14'-2' 30 13'-8' 30
70'-2' 43
12'-6' 39
10'-11' 39
4'-0- 65
D
(3) EACH #8 x 1/2' LONG S.M.S.
EXPOSURE "D"; 6" O.C. FOR
123
15'-2- 17 16'-11- 17 16'-5- 17
12'-4- 32 73'-10• 32 13'-0• 32
9'-11• 45
11'-1- 41
10'-8- 41 4'-0' 69
J
V
PER 12" PANEL W/ 314"
ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER
130
140-7
14'-0' 23 16-0" 20 16-6" 20
13-0 27 W-11" 27 14•-5' 27
10'•8" 35 13'-2' 35 12'-8" 35
10'-0" 45 11'-r 40 10'-10" 40
9'-5• 51
9'-5' S1
19-6" 45
1o's 45
10'-2' S7
1o'-z s1
3'-11' 77
3'4' 6s
Q
150 MPH WIND SPEED
140.2
13'�' 27 14•-11" 27 14'-5• 27
10'-0• 46 11'-T 40 10'-10• ao
8' 8 59
s-9 ss
9-5• 59
3'-0 Bs
EXPOSURE "D° 150 12'-6' 32 14'-0" 32 13'S' 32 9'-0' S2 10'-5' 46 10'-7' S2 8'-2' 68 9'-2' 68 8'-10' 68 3'-2' 102
4" x 48' x 0.030" Panels Aluminum Allo 3105
H-14 or H-25 1.0 EPS Core DensityFoam
.p
CAULK ALL EXPOSED SCREW
Open Structures
Screen Rooms
Glass & Modular Rooms
Overhang
HEADS & WASHERS ROOF PANEL
Wind
Me oSlo ed Roof
& Attached Covers
Enclosed
Cantilever
r9
(PER TABLES SECTION 7)
FOR COMPOSITE ROOFS:
Zone 182 3 4
MPH s aMoad• s aKd• s anfload•
182 3 4
s anfload• s anfload• s anfload•
182
s anlload•
3
s aMoad•
4
s aMoad•
All
Roofs
n
O rn
?
#10 x (t+ 1/2') S.M.S. W! SUPPORTING BEAM
700
110
20'-5" 13 22'-10' 13 2r-1' 13
19'-11• -3" 14 21'-6" 14
W-4' 20 18'3- 20 1TA" 20
15'41• 21 77'-10' 21 1r3- 21
15'3' 23
12'-11' 32
17'-0- 23
15'-9' 27
16'-5- 23
15'-2' 27
4'-0' 45
4' 0" 55
rc
--I W rmj
1-1/4"OFENDER WASHERS PER TABLES
( )
120
1r-11- •-r 17 19'S' 17
13'-0' 30 16'-4" 25 15'-9- 25
1T-8' 3s
13'-1 39
12'-0' 3s
a'-0 ss
Z_
a z
@ 12° O.C. (LENGTH =
123
1T-0' '-7' 77 18'-1 t' 77
'
13'-0' 32 15'-11' 26 15'S' 26 17'-5• 41
12'-9' 41
12'-4' 41
4'-0' 69
st
W V n
PANEL THICKNESS+1")
130
16'-6- 6' 20 17'-10' 20
$231T-3"
12'-0' 35 15'-2' 29 13'-0' 35 10'-11' 45
12'-2' 45
11'-9 45
4'-0' 77
'
k
X
140-1
15'S 23 16'.W 23
11'-7- 40 1Z-71• 40 12'-0• 40
10'-11 45
89(@
ROOF BEARING ELEMENT
740-2
15•5" -3- 23 16'-W 23
11'-7' 40 12'-71" 40 12'4i' 40
96" 59
17'-3' 53
10'-10' 53
4'-0' 89
-r O(SHOWN)
AND 24" O.C. @
150
13'-0' '-2' 26 15'--r 26
10'-9' 46 12'-0' 46 11-0' 46
8'-10' 68
10'-6' 60
9'-7' 68
3'-7' 102
W
Lu
r
NON -BEARING ELEMENT (SIDE
Note: Total mof panel width -mom width +wag width + overhang. 'Design or applied load based on the affective area of the panel
it
a v
WALLS)
�
j
ROOF PANEL TO BEAM FASTENING DETAIL
CD ll— m r
SCALE: 2" = V-V'
>
W a m
W
�x
m0
U
U c
F
`Z Q
o
L
Z
N
_
W
W.
F
/
Z,
1 0
1
SHEET
L
x/ 07" P
K3y . 1*Fm� I m� �. r. ,
- -
1 11• 1 OF
0
N
O
t-
a
0
0
tz
O
C7
z
W
W
z
0
z
Lu
W
z
z
W
m
Ill
U
co
O
m
MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 8r FL7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" = 1'-0"
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads` (#ISF)
Manufacuerers' Proprietary Products: Statewide Product Approval #FL1049
..-re nr.....r......, n
Open Structures
Mono -Slope ed Roof
Screen Rooms
8 Attached
Covers
Glass & Modular Rooms Enclosed
Overhang
1&2
annoad•
3
s annoad'
4
s annoad'
1&2
s annoad•
3
s annoad'
4
s annoad'
1&2
s annoad'
3
s nnoad'
4
s annoad'
Cantilever
'-10"
13
21'-1'
13
20'-5'
13
15'-1'
20
16'-10'
20
16'-3'
20
12'-11-
27
15'S'
23
15'-2-
23
4'-0'
45
8'4"
14
2V-6-
14
19'-10`
14
IT-6
25
16'-5-
21
15'-11'
21
11'-11'
32
13'-0-
32
72'-10'
32
4'-0-
55
6'-7'
f16
17
18'-T
17
1T-11'
17
12'-0'
30
15'-1".
25
13'-3'
30
10'-9'
39
12'-1'
39
11'$'
39
4'-0-
65
6'-2'
17
16'-1'
17
1T-5'
17
12'-0'
32
13'-5'
32
12'-11"
32
10'-7-
41
11'-10'
41
11'.5-
41
4'-0'
69
5'-3'
20
1T-1'
20
16'S'
20
11'-5'
35
12'-9-
35
1Z4"
35
9'-5-
51
11'.3-
45
10'-10-
45
T-10'
77
-11'
27
15'-11'
23
1S4'
23
10'$'
40
11'-11'
40
1V-6"
40
91.5'
S1
11'3'
45
10'-10'
45
T-7'
89
-11'
27
15'-11'
23
1S-0'
23
10'$'
40
11'-11'.
40
11'$"
40
8'-9'
59
10'-0'
S3
9'$-
59
3'-7"
89
2'-0'
32
13'$'
32
12'-11'
32
9'-0'
S2
11'-1'
46
10'-9`
46
8'-2'
68
9'-2-
68
8'-10'
68
3'-0'
102
Wind
Open S umMono-SlopedRoofl
Screen Rooms
& Attached Covers
Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad'
3
s annoad'
4
spannoad'
1&2
s annoad'
3
s annoad'
4
s aniload'
1&2
s nnoad•
3
s annoad•
•4
s aNload'
Cantlever
100
2Z-2-
13
24'-9'
113
23'-11-
13
1 17'$'
120
1 19'-9-
20
19'-1'
20
16'-6-
231
18'-5'
123
17'-10'
123
1 4'-0'
145
110
21'$'
14
24'-1-
14
2T-3
14
17'3-
21
19'3'
21
1""
21
15'3-
271
17'-0'
127
16'.5'
27
4'-0'
55
120
19'S"
17
21'-9-
17
21'-0'
17
15'-10'
25
17'$'
25
17'-1'
25
12'$'
39
15'-T
32
15'-1'
32
4'-0'
65
123
18'-11"
17
211
17
20'$"
17
15'$'
26
17'3'
26
16'$'
26
12'-5'
41
15'-2'
34
13'4'
41
4'-0'
fi9
130
IT-1 1'
20
20'-0'
20
19'4"
20
73'-0'
35
16'-5'
29
15'-10'
29
11'-9-
45
13'-2'
45
12'-9'
140.1
16-8"
23
1""
23
1&-0"
23
12'$'
40
15'-2-
34
1T-6'
40
11'-9'
45
73'-2'
45
12'-9"
45
4'-0'
89
740-2
16'$'
23
1"'
23
18'-0"
23
12'$'
40
15'-2'
34
13'$'
40
10'-10"
53
12'-2'
53
11'-9"
53
4'-0'
89
46
12'-7-
46
9'-7'
60
11'-0'
60
3'-11'
102
Open Stmctures
Mono -Sloped ed Roof
Screen Rooms
& Attached
Covers
Glass & Modular
Rooms
Enclosed
Overhang
1&2
annoad'
3
s annoad•
4
spa nnoad'
1&2
s annoad'
3
s annoad'
4
s annoad*
1&2
s annoad'
3
s annoad'
4
s an/load•
Cantilever
'$'
13
23'-Y
13
274'
13
16*-6
20
18'$'
20
17'-10.20
15'.5'
23
17'3'
23
16'$'
23
4'-W
45'-1'
14
22'$'
14
21'-9'
14
16'-2-
21
18'-0'
21
17'S'
21
13'-1'
32
15'-11"
27
15'4-
27
4'-0'
65
E10020'-8-
'-2'
17
20'4'
17
1W-8-
17
1T-6"
30
16'$'
25
15'-11'
25
11'-10"
39
13'-3'
39
12'-9'39
4'-0'
65
'-9'
17
19'-10"
17
19'-2"
17
13'-2'
32
16'-2'
26
15'-T
26
11'-7'
41
12'-11'
41
12'-6'14'-0"696'-9"
20
18'S'
20
18'-1-
20
12'$"
35
15'-4
29
13'$'
35
11'-0'
45
12'4'
45
11'-11'
45
4'-0-
775'-7"
23
17'S'
23
16'-1 D'
23
1V-8"
40
13'-1"
40
12'-8
40
11'-0'
45
12'4'
45
11'-11-45
T-11"
89
5'-7'
23
1T-5'
23
16'-10'
23
11'$'
40
13'-1'
40
17$'
40
9'-7'
59
11'4'
S3
10'-11'
S3
3'-11'
89,3'-2'
32
16'4'
26
15'-10'
26
10'-11'
46
12'-2'
46
11'-9'
46
8'-11'
68
10'$'
60
60
3'$'
102
Open Structures Mono -Slope ed Roof
Screen Rooms
&Attached
Covars
Glass & Modular
Rooms
Enclosed
Overhang
1&2
annoad'
3
s annoad•
4
s annoad'
1&2
span/load'
3
s annoad•
4
s annoad'
1&2
s annoad•
3
spa
4
.s annoad'
Cantilever
'-10'
13
26'$'
13
25-9-
13
19'-1'
20
21'4'
20
20'-T
20
17'-9-
23
19'-10'23
19'-2'
23
4'-0"
45
3'-2"
14
25'-11"
14
25--1-
14
18'-7-
21
20'-9'
21
20'-1'
21
16'-Y
27
1827
1T-'9'
27
4.0
55
L10D23'-IO*
'-11-
17
23'-5'
17
27$'
17
17'-0'
25
19'-1'
25
18'S'
25
15'-1'
32
16'-10'
32
16-T
32
4'-0'
65
0'$'
17
22'-10'
17
27-1'
17
16'S'
26
18'-7'
26
17'-11'
26
13'4'
41
16'S'
34
15'-10'69T
20
21'-7'
20
20'-10'
20
15'-10'
29
17'$'
29
17'-1"
29
12'41
45
15'.5'38
13'A'
45
4'-0'
77
'-11'
23
20'-1'
23
1W-5-
23
13'-6-
40
16'4-
34
15'-9'
34
12'S'
45
15'-5'
38
13'-9'
45
V-O
89
'-11-
23
20'-1'
23
19-Y
23
IT-6-
40
16'4'
34
15'-9'
34
1V-8'
53
73'-7'
53
1Z-8'
53
4'-0'
89'-10'
26
1&-10'
26
18'3'
26
12'-7'
46
153
39
13'-7'
46
10'-11'
60
12'4'
60
11'-11"
60
11021
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the effective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab 8r analyzed by
Lawrence E. Bennett Sr U180
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design 1 Applled Loads' (#ISF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
Open Structures Mono -Sloped ed Roof
Screen Rooms
&Attached Covers
Glass & Modular
Rooms
Enclosed
Overhang
1&2
annoad'
3
s annoad'
4
s annoad'
182
s annoad'
3
s annoad'
4
s annoad'
182
s annoad'
3
s annoad'
4
s annoad'
Cantilever
'$'
13
23'-1'
13
22'4"
13
i6'$'
20
18'-5"
20
17'-10'
20
15'-5'
23
17'-2'
23
16'-7'
23
4'-0'
45
'-1'
14
2Z-5'
14
21'$"
14
i6'-1`
21
18'-0-
21
17'-5"
21
13'-1'
32
15-11'
27
15'-0'
27
4'-0'
55
8'-2`
932
17
20'-4'
17
19'$'
17
131.
30
16'$'
25
15'-11'
25
11'-10'
39
13'3'
7'$'
17
19'-9'
17
19'-1'
17
13'-Y
32
It, 1;
26
15'-7'
26
11'-7'
41
12'-11'
41
12'$'
41
4' -W
69
6'-9'
20
1&-8-
20
18'-1'
20
12-6'
13'S'
35
11'-0-
45
12'4'
45
11'.11'
45
4' -W
77
'-T
23
17'-5'
23
16'-10'
23
71'$'
M
12'-7"
40
11--0"
45
17-0'
45
11'-11'
45
3'-11'
89
5'-T
23
17'-5'
23
16'-10'
23
11'-6'
12'-7"
40
9'-T
59
11'4'
53
10'-11'
53
3'-11'
89
3'-Y
32
16'-0'
26
15'-9'
26
10'-11'
1T-9'
46
I 8'-11'
68
iu-tr
60
--
co
3'$'
102
nd
Open Structures MonoSlo d Roof
Screen Rooma & Attached Covars
Glass & Modular
Rooms Enclosed
Overhang
Zone
MPH
s annoad'oad•s
1&2R21'-1
4
annoad•
1&2
s nnoad'
3
s annoad'
4
s annoad'
7&2
s annoad'
3
annoad'
4
sea rmload'
Cantilever
100
24'3'
1313
26'- -
13
1W4-
20
21'$'
20
20'-71'
20
18'-1'
23
20'-2'
23
19'$'
23
4'-0'
45
110
23-7
14
23
14
25'-6"
14
18'-11'
21
21'-Y
21
20'-5'
21
16'$'
27
' 18'$'
27
18'-0'
27
4'-0'
55
120
21'4'
17
17
2T-O
17
17'-0'
25
19'4'
25
16'-9"
25
15'-4'
32
1T-1'
32
1V-6'
32
4'-0'
65
123
20'-9'
17
17
22'-5'
17
16'-11'
26
78-17'
26
18'3'
26
13'-7"
41
16'$'
34
16'-1'
34
4'-0'
69
130
19'-T
20
20
21'-2'
20
16'-1'
29
17'-11'
29
17'4'29
12'-11'
45
15'$'
38
15'-2'
140-1
18'-3'
23
23
19'-9'
23
13'-8"
40
16'-T
34
16'-1'
34
12'-11'
45
15'$'
38
15'-2'
38
4'-0'
89
140-2
18'3'
23
23
19'-9'
23
13'$'
40
16'-7'
34
i6'-1'
34
11'-11-
S3
13'4'
S3
12'-10'
S3
4'-0'
89150
17'-2'
26
26
18'S'
26
12'-9'
46
15'$'
39
13'-10'
46
11'-2'
60
12' 6'
60
12'-1'
S1
Wind
Open Structures Mono -Sloped ofl
Screen Rooms
&Attached
Covers
I Glass & Modular Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad'
3
s annoad'
4
s annoad'
1&2
s nnoad•
3
s annoad'
4
s annoad'
182
s annoad'
3
spa
4
s niload'
Cantilever
100
22'$'
13
25'4'
13
24'$'
13
18'-1'
20
20'3'
20
19'-7"
20
16'-11'
23
18'-11'
23
18'-3'
23
4'-0'
45
110
22'-0'
14
24'S
14
23'-10'
14
1T$'
21
19'-9'
21
19'-1-
21
15W"
27
1T-5'
27
16'-10'
27
4'-0'
S5
120
19'-11"
17
2Z3'
17
21'$'
17
16'-2'
25
18'-1'
25
1T-6
25
12'-11'
32
15'$'
32
4'-0'
65
123
19'-5'
17
21'$"
17
20'-11"
17
15'-10'
26
1T$'
26
17'-1'
26
12'$"
34
15'-1'
34
4'-0'
69
130
18'4-
20
20'$-
20
19'-10'
20
1&-G'
29
16'40-
29
16'3'
29
12'-1'
4140-1
17-7'
23
19'-1'
23
18'-5'
23
12'-10'
40
15'$'
34
15'-0'
34
12'-1'
244.,
13'-0'
45
4'-0'
69140-2
17'-1'
23
19'-1-
23
1&-5'
23
12'-10'
40
15'$'
34
15'-0'
34
11'-1'
53
12'-0'
53
4'-0"
89150
16'-0`
26
17'-11'
26
17'4'
26
11'-11'
46
13'4'
46
12'-11'
46
10'-5"
60
11-4
60
4'-0'
102
Wind
Open Structures Mono -Sloped Roof
Screen Rooms & Attached
Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
MPH
1&2
s annoad'
3
s angoad'
4
s annoad'
1&2
s annoad•
3
s annoad•
4
span/load'
182
s annoad•
3
s annoad'
4
s annoad'
Cantilever
100
26'-2"
13
29'-W
13
283-
13
20'-10'
20
23'4-
20
22'-7'
20
19'$'
23
21'-9'
23
27'-0'
23
4'-0'
45
110
25'-5---14
2&-5"
14
27.5"
22'-9-
21
22'-0"
21
17'-71-
27
20'-1'
27
19'S'
27
4'-0'
55
120
2Z-11'
17
2&-8-
17
24'-10'
25
20'-10-
25
20'-2'
25
16'-6'
32
18'-5'
32
1T-10'
32'
65123
22'-0'
17
25'-0'
17
24-2'
26
20'-5'
26
19'$"
26
16'-1'
34
17'-11'
34
174'
34
4.069130
21'-2'
20
23'$'
20
22'-10'
*W�4--21
29
79'-5'
29
18'-9"
29
15'-2'
38
16'-11'
38
16'4'
38
4'-0-
77140.1
19'$'
23
21'-11'
23
21'3'
34
17'-11"
34
17'3"
34
15'-2'
38
16'-11"
38
16'-0'
38
4-0'
89140-2
19'$-
23
21'-11'
23
21'3-
34
7T-11'
34
17'3-
34
12'-10'
53
15'-9-
44
15'-2'
44
4'150
18'$'
26
20'$'
26
19'-17'
46
16'$'
39
16'-2"
39
Note: Total roof panel width = mom width +wall width + overhang. 'Design or applied bad based on the affective area of the panel
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" =1'-0"
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval OFL1049
Wind
O en Structures
Mon loped Roof
I Screen Rooms
& Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
(MPH)
PH
1&2
s annoad•
3
s annoad•
4
II
I s an oad'
1&2
s annoad'
3
s annoad•
4
s annoad•
1&2
s a oa4'
M
3
s a Moad•
4
s annoad•
Cantilever
100
25'-9`
13
28'-9"
13
27'-10'
13
20'-7'
20
2Z-11'
20
2Z-2"
20
19'-2'
23
21'-5'
23
20'$'
23
4'-0'
45
110
25'-0'
14
27'-71'
14
27'-0'
14
20'-1-
21
2Z-5-
21
21'$-
21
17'$'
27
19'-9-
27
19'-1•
27
4'-0'
55
120
22'-T
17
25'-4'
17
24'-5'
17
18'S'
25
20'-7'
25
19'-10'
25
76'3`
32
18'-2'
32
17'-7'
32
4'-0-
65
123
27-0-
17
24'$-
17
23'-10'
17
1T-11'
26
20'-T
26
19'S"
26
15'-10'
34
1T$'
34
17'-1'
34
4'-0'
69
130
20'-10"
20
23'-3"
20
22'$'
20
17'-1'
29
19'-1'
29
18'-5"
29
13'$`
45
16'$^
38
16'-1'
38
4'-0'
77
140.1
19'-0'
23
21'$'
23
20'-11'
23
15'-9'
34
1T-T
34
1T-0'
34
13'$'
45
16'$'
38
76'-1'
36
4'-0-
69
14152
19'-0'
23
21'$'
23
20'-11'
23
15'-9-
34
1T-70
34
1T-0'
34
12'-7'
S3
15'-6`
44
1T-W
53
4'-O
89
150
18'-2'
26
20'4'
26
19'$'
26
13'-T
46
16'-5'
39
15'-17'
39
11'-10'
60
13'-3'
60
12'-10'
60
4'_o
102
Wind
Open Structures Mono -Sloped Roof
Screen Rooms
& Attached
Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
PH
1&2
s annoad'
3
s annoad•
4
s nnoad'ad-
3
s annoad•
4
s annoad'
1&2
s annoad•
3
s annoad'
4
s annoad•
Cantilever
100
29' -W
13
33'-2'
13
37-1-
7320
26'$'
20
25'-T
20
22'-1'
23
24--W
23
23'-10-
23
4'-0'
45
110
26'-10"
14
32-3'
14
31'-2-
1421
25-10"
21
24'-11'
21
20'-5'
27
22'-10'
27
22'-0-
27
4'-0'
55
120
26'-1'
17
29-2'
17
2&-2"
725
k23'-B-
2X-8-
25
22'-11'
25
18'-9'
32
20'-11'
32
20'-3'
32
4'-0'
65
123
25'-5"
17
28-5'
17
27-5'
1726
23'-2'
26
27-4•
26
18'.3'
34
20'-5'
34
19'$'
34
4'-0-
69
130
2T-11'
20
2&-10"
20
25'A 1'
2029
22'-0-
29
21'.3'
29
17'-2'
38
19'-3
3
8-7'
38
4'-0-
77
1404
ZZ-4"
23
24'-11-
23
24-2'
2334
20'-0'
34
19'$'
34
17'-2'
38
19'3'
38
18'-7-
38
:iW
89
140.2
2Z-4'
23
24'-11"
23
24-2'
2334
20'-4'
34
19-F
34
15'-11'
44
17'-10-
44
17'J-
44
W-W
8920'-11"
26
23$'
26
2Z-8-
26
16-11
39
18'-11'
39
18'4'
Wind
Open Structures Mono -Sloped ed Roof
Screen Rooms
& Attached Covers
Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s antload•
182
s annoad'
3
s nnoad•
4
s annoad•
1&2
s annoad•
3
s annoad•
4
I s annoad•
Cantilever
100
29'-11'
113
1 33'$'
131
37-5'
113
23'-11-
20
26'-9-
20
25'-11"
20
22'-4'
23
24'-11-
23
24'.2'
23
4'-W
45
110
29'-2'
14
32'-7'
14
31'S'
14
23'-4'
21
26'-2'
21
25-3
21
20'-7'
27
23'-1"
27
27-3'
27
4'-0'
S5
120
26'4'
17
29'-6'
17
28'S'
17
21'-5-
25
2T-11-
25
23-7
25
18'-11-
32
21'-2'
32
20'-5'
32
4'-0-
65
123
25'$-
17
28'-9-
17
27'-9'
17
20'-11'
26
235'
26
27-T
26
18'-5^
34
20'-7-34
19-11- '
34
4'-0'
69
1.0
24'-3'
20
27'-7-
20
26'-2'
20
19'-11"
29
2Z-3'
29
21'S'
29
17'-5'
38
1T-5`
38
18'-9'
38
4'-0'
77
140-1
ZT-7'
1231
25'3`
231
24'S'
123
18'4'
34
20'S-
34
19-10`
34
17'-5-
38
19'5`
38
18'-9'
38
4'-0'
89
140-2
22'-t-
23
25'3`
23
24.5"
23
18'4'
34
20'$'
34
19AG'
34
16'-2'
44
18'-1"
44
17'5
144
4'-0'
89
150
21'-3'26
2T-9'
26
22--11'
26
17'-T
39
19'-2'
39
18'S'
39
73'-10'
60
16'-9'
S1
16'-Z'
51
4'-0'
112
Wind
O en Structures Mono -Sloped Roof
Screen Rooms
& Attached
Covers
Glass & Modular
Rooms Endow
Overhang
Zone
MPH
182
s annoad•
3
s annoad'
4
s annoad•
182
s annoad•
3
s annoad•
4
s annoad•
1&2
s annoad•
3
s annoad'
4
s annoad•
Cantilever
100
34W"
13
38'$°
13
3T5'
13
27'$'
20
39-11'
20
29'-10'
20
25'-9'
23
28'-100
23
27'-10°
23
4'-W
45
110
3X-S"
14
37'-7'
14
36'-0'
6-
14
26'-11'
21
30'-2"
21
29'-2°
21
23'-9'
27
26'-7"
27
2T-8-
27
4'-0'
55
120
30'-5"
17
34' -W
17
3
17
24'-9°
25
2T$°
25
26'$°
25
21'-10'
32
24'-5°
32
23'-7'
32
4'-0'
65
123
29' 7-
17
3T-1'
17
32'-0'
17
24'-2'
26
26'-11'
26
26'-1'
34
34
22'-11'
34
4'
130
2T-11'
20
31'3"
20
30'3'
20
27-71'
29
25'$'
29
24'-9'
29
20'-1'
38
22'-5'
38
21'$'
38
4'-0'
77
140-1
26'-1"
23
29'-1'
23
28'-2'
23
21'-2"
34
23'$'
34
22'-11°
34
20'-1'
38
22'S'
38
21'4'
38
'
89
140-2
26'-1'
23
29'-7"
23
28'-2-
23
21'-T
34
23'$'
34
ZZ-11'
34
18'-W
44
20'-10'
44
20'-'
44
4'-0°
89
150
24'S"
26
27'-0'
26
26'-5'
26
19'-9'
39
22'-1'
39
21'-5'
39
17'-0'
51
1—
S1
18'$'
51
4'-0-
102
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & U180
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF)
Manufactumrs' Proprietary Products: Statewide Product Approval OFL1049
Wind
Open Structures Mono -Sloped d of
Screen Rooms
&Attached
Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
MPH
1&2
s annoad'
3
s annoad'
4
s annoad•
1&2
s annoad•
3
s annoad•
4
Spanoa
182
s annoad'
3
s aoad•
nn
4
s annoad'
Cantilever
100
28'-2-
13
3V-6-
131
30'S" 1131
2Z-6-
20
2&-2-
20
24'-4-
20
20'-11-
23
23'$'
23
22'$'
23
1 4'-0`
45
110
27'5'
14
30'$"
14
29W
14
21'-11'
21
24'-7-
21
2T-9`
21
19'-4"
27
21'$'
27
20'-11'
27
4'-V
S5
120
24'-9'
17
27'$'
17
26'-9' :
17
20'-2'
25
2Z4
25
21'-9'
25
17'-10'
32
19'-11"
32
191-3
32
4'-0'
65
123
24'-2'
17
26'-11'
17
17
19'$'
26
21'-11'
26
21'-3"
26
17'-0'
34
19'-4'
34
18'-W
34
V-W
69
130
22'-10'
20
25'$'
20
20
18'$'
29
20'-11'
29
20'-2'
29
1 '�'
6
38
1""
38
17'$'
38
4'-0'
77
140-1
21'3'
23
23'-9'
23
Z24'-8"
-
23
17'3'
34
79'-0'
34
1W-8-
34
76'-0'
38
18-
38.
fr-
38
4'-0'
89
140-2
21'3'
23
23'-9"
23
-
23
17'-W
34
19'-4'
34
18'$-
34
15'-2'
44
16--11
44
16'S'
44
4'-0^
89
150
19'-11"
26
2Z-3'
26
21'$'
26
16'-1'
39
J&.0"
39
17'-5-
39
1Z-11'
60
15'-9"
51
15'.9'
51
4'-0'
102
Wind
O en Structures M loped Roof
Screen Rooms & Attached
Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
MPH
182
s annoad'
3
s annoad'
.4_
s annoad•
1&2
s annoad•
3
s Moad'
4'
s annoad•
1&2
s annoad'
3
s annoad•
4 '
s annoad'
Cantilever
100
32'S"
13
364"
13
35.2-
13
25'-11-
20
29'-0'
110
31'-T
14
35'-4"
14
34Z2-
14
25'4-
21
2&-4-
21
27'-0'
21
27.4-
27
24'-11-
27
24'-2`
27
4'-0-
55
120
26'-7'
17
31'-11'
17
30'-11"
17
23'.3'
25
25'-11-
25
25'-1-
25
20'$`
32
ZT-11'
32
22'-2'
32
4'-0'
65
123
27'-10"
17
31'-1'
17
30'-1'
17
22'$'
26
26-4-
26
24'S'
26
19'41'
34
27-0'
34
21'-7'
34
4'-0'
69
130
2"'
20
29'-5'
20
28'S"
20
21'-7"
29
24'-1'
29
23'-3"
29
18'-10'
38
21'-1'
38
20'-0'
38
4'-0'
77
140-1
24'$'
23
27'4'
23
26'-5-
23
19'-71'
34
ZZ-T
34
21'$`
34
18'-10-
38
21'-1'
38
20'-0'
38
4'-0-
89
140-2
24'S'
23
27'-4'
23
26'S'
23
19'-11'
34
2Z3'
34
21'S`
34
17'$"
44
19'-7'
44
18'-11-
44
4'-0-
89
150
22'-11'
26
25'$"
26
24'-10-
26
18'-7'
39
20'-9'
39
20'-1'
39
16'3-
51
18'-2'
61
U 7-
S1
4'-0'
1 22
Wind
Open Structuren ope,d Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular
Rooms no used
Overhang
Zone
MPH
182
s annoad'
-3
s annoad'
4
s annoad'
182
s annoad'
3
s Moad'
4
s annoad•
182
s annoad•
3
s annoad•
4
s Moad'
CamHaver
100
34'-7-
13
38'$'
13
37'-5'
13
27'$'
20
29'-10'
20
25'-9'
23
28'-10'
23
2T-10'
23
4'-0"
45
110
33'$'
14
3T-T
14
36'-4'
74
26 111"
21
29'-2-
21
23'-9'
27
26'-T
27
25'-8'
27
4'-0'
55
120
30'S-
17
34'-0"
17
37-10-
77
24'-9-
25
26'$-
25
21'-10'
32
24'S'
32
23'-T
32
4'-0'-
65
123
29'-T
17
33'-1"
17
32'-0"
17
24'-2'
`
26
26'-7'
26
21'-3'
34
23'-9'
34
27-11'
34
4'-0'
69
130
2T-11'
20
31'-3'
2030'3"
20
22'-11'
W130'-11""
29
24'-9'
29
20'-l'
38
2Z-5'
38
21'-8'
38
4'-0'
77
140-1
26'-1'
23
29'-l'
23
28'-2-
23
21'-2°
34
22-11"
34
20'-1'
38
22'S-
38
21'$'
38
4'-0'
89
140-2
26'-1'
23
29'-1'
23
28'-2"
23
21'-2'
34
0 11'
34
18'$-
420'10'89
150
24'$"
26
2T-4'
26
26-5'
26
19'-9'
'
39
21'-5'
39
1T-4'
S1
19'�'
S1
18'$'
S1
4'-0'
102
Wind
O en Structures
Mono —Sloped of
Screen Rooms
&Attached
Covers
Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad'
3
s annoad'
4
s annoad•
1&2
s annoad•
3
s Moad•
4
s annoad•
1&2
s annoad'
3
s annoad•
4
s annoad•
Cantilever
3T-11'
13
47S'
13
40'-11'
13
30'3'
20
3T-10'
20
37$'
20
283'
23
31'-7-
23
30'S'
23
4'-0'
38
36'-10"
14
41'-2'
14
39'-10'
14
29'$"
21
33'-0"
21
31'-11'
21
26'-1'
27
29'-1'
27
28'-7
27
4'-0'
S5
33'4'
17
3T3-
17
36'-0-
17
27'-1'
25
30'3-
25
29'3-
25
23'-11-
32
26'-9'
32
25'-10-
32
4'-0'
65
37S'
17
363'
17
35-1'
17
26'-5'
26
29'-7'
26
28'-7'
26
23'3'
34
26'-0`
34
2&-2'
34
4'-0'
69
V40-2
30'$'
20
34'-3'
20
33'-1'
20
25'-2'
29
28'-1'
29
ZT-2'
29
21'-11'
38
24'-7'
38
23'-9'
38
4'-0"
77
28'$'
23
31'-11'
23
30'-10"
23
2T-r
34
25'-11'
34
25'-1'
34
21'-11'
38
24'-T
38
23'-9'
38
4'-0'
89
28'-5
23
31-17'
23
30'-10'
23
23'3'
34
29-11'
34
25-1'
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20'-5'
44
22-10'
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22'-l'
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4'0"
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26'-10"
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21'$'
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24'3'
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23'-5'
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18'-11'
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21'-2'
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20'$'
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Note: Total roof panel wldth = room width +wall width + overhang. *Design or applied load based on the affective area of the panel
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GENERAL NOTES AND SPECIFICATIONS:
1. The Section 9 tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1- Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 104 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with a saltwater chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION 9 DESIGN STATEMENT:
The anchor systems in Section 9,are designed.for a 130 MPH wind load.
Multipliers for other wind zones have been provided. Allowable loads include a
133% wind load increase as provided for in The 2007 Florida Building Code with
2009 Supplements. The use of this multiplier is only allowed once and I have
selected anchoring systems which include strapping, nails and other fasteners.
Table 9.1 Allowable Loads for Concrete Anchors
Screw Saxe
d=diameter
Embedment
Depth
(In.)
I Min. Edge Dist 8
Anchor Spaeing
Sd (In.)
Allowable Loads
Tension I Shear
ZAMAC NAILIN (Drive Anchors)
-112' 1-1/4' 273E 236E
2" 1-1/4^ 316E 236#
TAPPER (Concrete Screws
3116"
1-114"
1 15116"
288#
167#
1-314
15116"
371E
259#
114"
1.1/4"
1-114"
427#
200#
1314"
1-1/4"
544#
216#
318"
1.12'
1 1.9116"
511#
402E
13/4'
1 33/8'
703#
456#
POWER
BOLT Expansion Bolt
114"
2"
- 1414"
624#
261#
5116"
3"
1-7/8'
1 936#
751#
342"
1 1.9116'
1 1,575#
1,425#
12'
5'1
2-112"
1 2,332E
2,220#
POWER
STUD (Wedge -Bolt
114'
2-3/4-1-114'
812E
03l8"
4-114"
1-7/8"
1,358E
921E
1/2"
6'1
2-12'
1 2,271E
1 1,218#
518"
7'
1 2.114'
1 3,288E
1 2,202#
Wedge Bolt
1/4' 1 2-12' 1 2-114- 1 878# 385#
318" 3-1/2" 1 3-114' 1 1,705# 916#
112" 4" 1 3314" 1 1,774# 1.095E
Notes:
1. Concrete screws are limited to 2' embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to rewi may W substituted.
4. Anchors receiving loads perpendicular to the diameter are In tension.
S. Allowable loads are Increased by 1.00 for wind lead.
6. Minimum edge distance and center to center spacing shall be Sd.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied. _..
Example:
Determine the number of concrete anchors required fora pool
enclosure by dividing the uplift load by the anchor allowed load.
Fora 2' x 6' beam with:
spacing = T-0" O.C.
allowed span = 20'-5' (Table 1.1)
UPLIFT LOAD=12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 12(2OA2')xTx10#/Sq.Ft
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
427#
Therefore, use 2 anceom. o.w (+) on each side of upright.
Table Is based on Rawl Products' allowable loads for 2.560 p.s.i. concrete.
Table 9A Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24.000 psi
Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness rtl fibs.)
Multipliers for Other Alloys
6063 T-6
1269
5052 H-25
1522
6005 T-5
2030
Allowable Load Coverslon Multipliers
for Edge D istances More Than 5d
Edge
Distance
Multipliers
Tension
Shear
Sd
1.00
1.00
6d
1.D4
1.20
7d
1.08
1.40
lid
1.11
1.60
9d
114
1,80
log
1.18
2.00
11d
121
t2d
125
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and AtWbutable Roof Area for 120 MPH Wind Zone (27A2 # / SF)
(For Wind Reasons other than 120 MPH. Use Cornrersion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of
Fasteners
1
2
3
4
1"
264#-10 SF
528E-19 SF.
792E-29 SF
1056#-39 SF
1/4"o
1-12"
396#-14 SF
792E-29 IF
1188#-43 SF
1584#-58 SF
2-112"
6604-24 SF-
1320#-48 SF
1980E-72 SF
2640#-96 SF
1"
312#-11 SF
624#-23 SF
9369-34 SF
1248#-46SF
511670
1.12"
468#-17 SF
936#-34 SF
1404#-51 SF
1872#-68 SF
242"
780#-28 SF
1560#-57 SF
2340#-85 SF
3120#-1145
318"o
1?
356#-13 SF
712#-26 SF
1068#-39 SF
1424#-52SF
:1-1/2'
•534#-19 SF
1068#-39 SF
1602E-58 SF
2136E-78SF
2.112'
890#-32 SF
1780E-65 SF
2670#-97 SF
1 3560#-130S
CONNECTINGTO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 2 1 3 4
TYPE OF FASTENER
-"Quick Set"
Concrete ScZamLaqu
N19o3ESF
1-1
273E-10SF
gSF
-r0
-40 SF1/4"a
2"
1 316#-12 SF
1 632#-23 SF
1 948#-35 SF
1 1264#-46SF
TY
STENER-Concrete
Screw Rawl Tapper
or Equivalent
31
14
1260#-
576#-21 SF
864#-32 SF
1152#-42 SF
-14
742#-27 SF
1113E-41 SF
1484#-54 SF
• 14'
730#-27 SF
1095#-40SF
1460#-53 SF
13W
427#-16 SF
854#-31 SF
1281#-47 SF
1708#-62 SF
318"o
1-12" 1
511#-19 SF
1022#-37SF
1 1533E-56 SF
2044#-75 SF
13/4" 1
703#-26 SF
1406#-51 SF
1 2109#-77 SF
2812E-103 SF
TYPE OF FASTENER=
Expans on
Bolts Rawl Power
Bolt or Equivalent)
318"0
2.112"
105D#-38SF
2100#-77SF
3150#-115SF
4200#-153 SF
3-112"
1575E-57SF
3150#-115SF
4725#-172SF
6300#-230 SF
12"e
3"K
1399# - 51 SF
1 2798# -102 SFI
4197# -153 SF
5596#
5"
2332# - 85 SF
14664# -170 SFI
6996# - 255 SF
9328E - 340 SF
Note: WIND LOAD CONVERSION TABLE:
1. The minimum distance from the ad of the For Wind ZoneslReglons other than 120 MPH
concrete to the concrete anchor and sp ng (Tables Shown),
between anchors shall not be less than where d multiply allowable loads and roof areas by the
Is the anchor diameter. conversion factor.
2. Mowable roof areas are based on as for
Glass / Enclosed Rooms (MWFRS); I = 1. .
3. For partially enclosed buildings use a m tiplier to
roof areas of 0.77.
4. For sections 1 & 2 multiply mot amas by 30.
WIND
REGION/
APPLIED
LOAD
CONVERSION
FACTOR
10
26.6
1.01
0
26,8
1.01
120
27A
1.00
12,t�-
0.97
130
32.2
140-1
37.3
0.86
140-2
1 37.3
1 016
150
1 42.8
1 0.80
Table 9.5A Allowable Loads & Roof Areas Over Posts Table 9.6 Maximum Allowable Fastener L ads / ' ,�/ able 9.9
for Metal to Metal, Beam to upright Bolt Connections for Metal Plate t Wood Support
r!V/G
Open or Enclosed Structures @ 27.42 #/SF r^a-�
Fastener
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF)
(For Wind Regions otherthan 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING
TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1"
264#-7 SF
528#-15 SF
792E-22SF
1056#-30 SF
1/4"0
1-12"
396#-11 SF
792#-22 SF
1188#-33 SF
1584#-45 SF
2-12"
660# -19 SF
1320# - 37 SF
1980# - 56 SF
2640# - 74 SF
1"
312#-9SF
624#-18 SF
936#-26 SF
1248#-35 SF
5/16"e
1-12"
468#-13 SF
936#-26 SF
1404E-40 SF
1872#-53 SF
•
2-12'
780E-22 SF
1560#-44 SF
2340#-66 SF
3120#-88 SF
318"o
1"
356E-10 SF
712#-20 SF
1068#-30 SF
1424#-40 SF
142'
534#-ISSF
1068#-30 SF
16029-45 SF
2136E-60 SF
24/2"
890#-25 SF
1780E-50 SF
2670#-75 SF
3560E-100 SF
ONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener Length of
Diameter Embedment
Number of Fasteners
I 1 2 1 3 4
TYPE OF FASTENER - "Quick Set"
Concrete Screw (Rawl Zamac Nallin gr Equivalent
"TT,
1/4'0
1-12"
233E-BSF
466E-17SF
699E-25 Su
SF
2"1
70#-10 SF
I 540#-20SF
I 810E-30SF
1 1080#-39 SF
PE OF FASTENER=
Concrete
Screw Rawl Ta
per or Equivalent)
1-12"
246#-7 SF
492#-14 SF
738#-21 SF
9a4#-28 SF1314"
317#-9SF
634#-18 SF
951#-27 SF
1268#-36 SF
L3116"o
"e
1-12"
365#-10 SF
730#-21 SF
1095#-31 SF
1460#-41 SF
1.314"
465#-13 SF
930#-26 SF
1395#-39 SF
1860#-52SF
"0
1-12"
437#-12 SF
874#-25 SF
1311#-37SF
1748#-1.3/4"
601#-17 SF
1202#-34 SF
1803#-61 SF
2404#-68 SF
OF FASTENER
= Ex anslon
Bolts (Rawl Power
Bolt or Equivalent8"e
2-12'
1205E-34 SF
2410E-68 SF
3615E-102 SF
4820E-136 SF
3-12^
1303E-37SF
2606E-73 SF
3909#-110 SF
5212#-147 SF
12"a
3"
1806#-51 SF
3612E-102 SF
5418E-1525
7224E-203 SF
5'
1993#-56 SF
3986#-112 SF
5979#-168 SF
7972E-224 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where d
is the anchor diameter.
2. Allowable loads have been Increased by 1.33 for
wind loading.
3. Allowable roof areas are based on loads for
Glass / Partially Enclosed Rooms (MWFRS) I = 1.00
4. For Glass / Enclosed Rooms and Sections 1 & 2
use a multiplier to roof area of 1.30-
dlam,
min. edge
distance
min, ctr.
to ctr.
No. of Fasteners / Roof Area (SF)
1 / Area
2 / Area
3 I Area
41 Area
114"
12"
518"
1,454-53
2,908-106
4,362-159
5,819-212
5116'
318"
718"
1,894-69
3,788-138
5,682-207
7,576-T
3l8'
3!4^
1"
2,272 - 82
4.544 -166
6,816 - 249
9.088 - 331
112"
1"
1-1/4"
3,030-110
6,060-221
9,090-332
12,120-442
Table 9.5B Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Partlall Enclosed Structures @ 35.53 #/SF
Fastener
dlam.
min. edge
distance
min. air.
to ctr.
No.
of Fasteners
/ Roof Area
(S
1 I Area
2/ Area
3 / Area
4 / Area
1/4"
112"
518"
1,454-41
2,908-82
4,362-125
5,819-164
5116"
3/8"
718"
1,894-53
3,788-107
5,682-160
7,578-213
318'
3!4"
1"
2,272-64
4.544-128
6.816-192
9.088-256
12"
1"
1-1/4"
3.030-05
6.060-171
9.090-256
12,120-341
Notes for Tables 9.5 A. 8:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure "B'; I =1.0.
For carports & screen rooms multiply the
Glass / Partially Enclosed loads & roof areas
above by 1.3.
2. Minimum sparing Is 2-12d O.C. for
screws & bolts and 3d O.C. for rivals.
3. Minimum edge distance is 2d for screws,
bolts, and rivals.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
Allowable
MuRI
Load
Item
Tension
Shear
12d
1.25
11d
1.21
10d
1.18
2.00
9d
1.14
1.80
Bell
1.11
1.60
7d
1.08
1A0
6d
1.04
120
$d
1.00
1.00
Screw
ae o 0o u o
Metal to Plywood
12" 4 p
518" 4 ply
3f4" 4 cal
Shear
(Ibs.)
Pull Out
(Ibs.)
Shear
(Ibs.
Pull Out
(Ibs.)
Shear
(Ibs.)
Pull Out
fibs.
#8
93
48
113
59
134
71
#10
100
55
120
1
69
141
78
#12
118
1 71
131
78
143
94
#14
132
1 70
145
88
157
105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel I Steel Mandrel
Rivet Diameter
Tension (Ibs.)
I Shear
Tension (Ibs.)
1 Shear
118"
129
176
210
325
5132"
187
1 263
340
1 490
3116-
262
1 375
445
1 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw! Anchor Size
Max Size of Beam
Upright
Attachment Type
Size Description
To Wall
To Upright/ Bea
2" x 4" x 0.044"
Angle
V x 1"x 0.045'
3/16'
#10
2" x 4" x 0.044"
Angle
1' x 1' x 1/16' 0.063')
3/16'
#12
2" x 5" x 0.072"
Uchannel
1-1/2' x 2-1/8' x 1-1/2' x 0.043'
12"
914 1
2" x 6" x 0.072"
Uchannel
1' x 2-1/8" x 1' x 0.050"
5/16'
9/16
2" x 8" x 0.072"
Angle
1- x 1" x 1/8" (0.125')
3/16"
#12
2" x 10" x 0.072"
Angle
1-120 x 1-12' 1/16"(0.052')
1/4'w1/2"
2" x 7- x 0.072"
Angle
1-12' x 1-12' 3116"(0.188')
1/4"
2" x 10" x 0.072"
Angle
1-1/2" x 1-1/2" 1/8'(0.062')
1/4"2-
x 7" x 0.072"
Angie
13/4'x 1314'x 1/8'(0.125')
1/4"2"
x 10" x 0.072-
Uchannel
13/4" x 1-3/4'x 1-314'x 118'
3/8'2"
x 10" x 0.072"
Angle
2" x 2'x 0.093'
3/8'2"
x 10" x 0.072"
Angle
2'x 2"x 118'(0.125")
5116'2"x10"x0.072"
Angle
2'x2x3/16"(0.313')
12'
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2. For post attachments use wall attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wall thickness.
3. Inside connections members shall be used whenever possible
i.e. Use In gee of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection If possible.
WIND LOAD CONVERSION TABLE:
For Wind ZoneslRegions other than 120 MPH
(Tables Shown), multiply allowable loads and roof
areas by the conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
25
1.22
110
30
1.11
120
35
1.03
123
37
1.00
130
42
0.94
140-1&2
48
0.88
150
55
0.81
Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wall
Metal Upright
Concrete
Wood
2" x 10"
1/4"
#14
1/4"
1/4'
2" x 9"
1/4"
#14
114"
1/4"
2" x 8"
114"
#12
114"
#12
2'x7"
3116"
#10
3116'
#10
2" x 6" or less
3116"
#8
3/16'
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
#12
#14•
5116"
318"
#8
1.00
0.80
0.58
0.46
027
021
#10
0.80
1,00
0,72
0,57
033
026
#12
0.58
0.72
1.00
0.78
OA6
0.36
#14
0.46
0.57
0.78
1.00
0.59
0.46
027
0.33
OA6
0.59
1.00
0.79
' 318"
1 021
0.26
0.36
0.58
1 0.79
1.00
Alternative Anchor Selection Factors for Anchor I Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
_ 3116"
114"
3/8"
3116"
1.00
0,83
0,50
114"
0.830.59
318"
0.50
0.59
1.00
Dyna Bolts (1-5/8" and
2.114" embedment respectively)
Anchor
3/16"
1/2"
Size
3116"
1.00
1, 0.46
112"
1 OA6
1 1.00 '
" Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even
of screws.
Example:
If (19) 98 screws are required, the number of #10 screws desired Is:
0.8 x 10 = (8) #10
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